SWPPP

www.haleyaldrich.com

STORMWATER POLLUTION PREVENTION PLAN

EROSION AND SEDIMENT CONTROL MONTANTE XEROX SOLAR DEVELOPMENT TOWN OF WEBSTER MONROE COUNTY, NEW YORK

by H & A of New York Engineering and Geology, LLP

260 E Main Street, Suite 2100 Rochester, New York 14604

for Montante Solar Development, LLC 2760 Kenmore Ave #101 Tonawanda, NY 14150 File No. 0205399-000 December 2025

H & A of New York Engineering and Geology, LLP 260 E Main Street, Suite 2100 Rochester, NY 14604 585.359.9000

SIGNATURE PAGE FOR STORMWATER POLLUTION PREVENTION PLAN EROSION AND SEDIMENT CONTROL MONTANTE XEROX SOLAR DEVELOPMENT

TOWN OF WEBSTER MONROE COUNTY, NEW YORK PREPARED FOR MONTANTE SOLAR DEVELOPMENT, LLC 2760 KENMORE AVE #101 TONAWANDA, NY 14150 PREPARED BY:

Seth Gruendling, P.E.. Project Civil Design Engineer H & A of New York Engineering and Geology, LLP REVIEWED AND APPROVED BY:

Nicholas Davis, P.E. Associate H & A of New York Engineering and Geology, LLP

www.haleyaldrich.com

Executive Summary This narrative defines existing and proposed site conditions, the potential impact of stormwater runoff on neighboring lands due to the proposed conditions, how stormwater will be managed during and after the construction period, mitigation of any additional stormwater runoff generated from development of this project, the duration of soil disturbance and stabilization practices, and appoints who will be responsible for implementing and maintaining the practices. The practices specified herein will follow the New York State Standards and Specifications for Erosion and Sediment Control Devices in conjunction with the current NYS Stormwater Management Design Manual. PURPOSE OF THE SWPPP - EROSION AND SEDIMENT CONTROL PLAN This Erosion and Sediment Control (ESC) Plan was created to ensure compliance with the New York State Department of Environmental Conservation (NYSDEC) State Pollution Discharge Elimination System (SPDES) General Permit for Stormwater Discharge from Construction Activity (GP-0-25-001). A copy of the General Permit is included in Appendix A and the project’s Electronic Notice of Intent (eNOI) application for stormwater discharges is included as Appendix B. Once received, the NYSDEC acknowledgement of the NOI and acceptance letter for coverage under the SPDES General Permit (with permit identification number) will be included in Appendix B. DUTY TO COMPLY AND PENALTIES FOR VIOLATION It shall be a violation of the SPDES General Permit and the New York State Environmental Conservation Law (ECL) for any discharge to either cause or to contribute to a violation of the water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York (SPDES General Permit, Part II.A). For the purposes of the SPDES General Permit, the term “Owner” or “Operator” means the person, persons, or legal entity, which owns or leases the property on which the construction activity is occurring. The Owner/Operator must comply with all conditions of the SPDES General Permit. All contractors and subcontractors associated with the Project must comply with the terms of the Stormwater Pollution and Prevention Plan (SWPPP). Any permit noncompliance constitutes a violation of the federal Clean Water Acts (CWA) and the ECL and is grounds for enforcement action against the Owner/Operator or the contractor/subcontractor; permit revocation or modification; or denial of a permit renewal application. The Owner/Operator and all contractors working on this Project shall take all reasonable steps to minimize or prevent any discharge in violation of the SPDES General Permit which has a reasonable likelihood of adversely affecting human health or the environment (SPDES General Permit, Part VII.F.). There is substantial criminal, civil and administrative penalties associated with violation of the provisions of the SPDES General Permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending on the nature and degree of the violation (SPDES General Permit, Part VII.C.). The Owner/Operator will acknowledge this by signing the “Owner/Operator

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Certification Form”, included as Appendix C. Prior to commencement of construction activities on site, the operator will obtain certification from the prime contractor involved with earthwork and ESC activities which are subject to the General Permit requirements in order to ensure compliance with the terms and conditions herein. Additional sub-contractors that are involved with earthwork and ESC activities will provide contractor certification prior to commencing work on site. Appendix D contains the form that shall be used for obtaining the contractors’ certifications.

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Table of Contents Page

Executive Summary

i

List of Appendices

vi

1.

Project Information

1

1.1

1 1 1 1 2 2 3 4 4 5 5 5 6 6 7 7 7 8 8 8

1.2 1.3 1.4 1.5 1.6 1.7

1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16

2.

8

SWPPP Responsibility

10

2.1 2.2

10 10 11 11 12

2.3 2.4

3.

PROJECT DESCRIPTION 1.1.1 Access roads 1.1.2 Above-ground Facilities 1.1.3 Temporary Workspaces STORMWATER MANAGEMENT OBJECTIVES STORMWATER CONDITIONS SOILS PROPOSED PROJECT ACTIVITY DURATION ENVIRONMENTAL SENSITIVE AREAS THREATENED AND ENDANGERED SPECIES 1.7.1 NYSDEC – Natural Heritage Division 1.7.2 USFWS CONSTRUCTION IMPACTS ON THREATENED AND ENDANGERED SPECIES CULTURAL RESOURCES AND ARCHEOLOGICAL STUDIES IMPERVIOUS AREAS POST-CONSTRUCTION DRAINAGE WATERBODY AND WETLAND CONSTRUCTION AND MITIGATION PROCEDURES FUTURE UTILITIES PROPOSED DRAINAGE AREA DIVIDE LINES SECTION 303 (D) LISTED IMPAIRED WATERS POTENTIAL FUTURE CLIMATE CHANGE RISK ON PROJECT CONSTRUCTION AND FACILITIES

SWPPP IMPLEMENTATION SWPPP INSPECTION 2.2.1 INSPECTION FREQUENCY SWPPP INSPECTION REPORT AND CORRECTIVE ACTIONS POST CONSTRUCTION STORMWATER MANAGEMENT RESPONSIBILITY

Erosion and Sediment Control Measures

13

3.1

13 13 13 13 14

TEMPORARY EROSION CONTROL MEASURES 3.1.1 Dust Control 3.1.2 Temporary Construction Entrance 3.1.3 Sediment Barrier (Sediment filter sock) 3.1.4 Storm Drain Inlet Protection

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Table of Contents Page

3.2 3.3

4.

Construction Sequence 4.1

4.2

4.3 4.4 4.5 4.6

5.

6.

3.1.5 Additional Erosion and Sediment Controls 3.1.6 Temporary Site Preparation for Seeding 3.1.7 Temporary Seeding 3.1.8 Temporary Mulching PERMANENT EROSION CONTROL MEASURES 3.2.1 Permanent Seeding and Stabilization of Disturbed Areas OPERATION

14 15 15 15 15 15 16

17

STEP 1: PRE-CONSTRUCTION ACTIONS 17 4.1.1 Resource Protection 17 4.1.2 Surface Water Protection 17 4.1.3 Stabilized Construction Entrance 18 4.1.4 Spill Pollution Prevention 18 4.1.5 Clearing and Brushing 18 4.1.6 Perimeter Sediment Controls 18 STEP 2: CONSTRUCTION AND EROSION CONTROL (IN CONSTRUCTION SEQUENCE ORDER) 18 4.2.1 Construction and Earthwork 18 4.2.2 Sediment Control 19 4.2.3 Topsoiling/Stockpiling 19 4.2.4 Construction of Solar Photovoltaic Arrays 19 4.2.5 Construction of Equipment Pad and Underground Electric Line 19 STEP 3: EROSION CONTROL & STABILIZATION (IN CONSTRUCTION SEQUENCE ORDER) 19 4.3.1 Stabilization 19 STEP 4: MAINTENANCE AND INSPECTION 20 STEP 5: FINALIZE GRADING & LANDSCAPING 20 STEP 6: POST CONSTRUCTION CONTROLS 20

Pollution Prevention Measures

21

5.1 5.2 5.3 5.4 5.5 5.6 5.7

SPILL PREVENTION INVENTORY MATERIAL MANAGEMENT PRACTICES SPILL CONTROL PRACTICES PRODUCT SPECIFIC PRACTICES NON-STORMWATER DISCHARGES PROTECTION OF STORMWATER OUTFALLS POST CONSTRUCTION CLEAN-UP

21 21 22 23 24 24 24

Maintenance & Inspection Procedures

25

6.1 6.2

25 26

INSPECTION AND MAINTENANCE PRACTICES SWPPP MODIFICATIONS

iv

Table of Contents Page

7.

Conclusions

28

7.1

28

EROSION & SEDIMENT CONTROL

v

List of Appendices Appendix

Title

A

SPDES General Permit (GP-0-25-001)

B

Notice of Intent MS4 Signature Forms NYSDEC Acknowledgement Letter

C

Owner/Operator Certification Form SWPPP Preparer Certification Form

D

Contractor’s Certification

E

Project Locus

F

Soils Mapping

G

Agency Consultation Letters

H

Erosion & Sediment Control Plan Drawings

I

Federal and State Mapped Water Resources USACE Permit Authorization NYSDEC Confirmation Letter of No Wetland Jurisdiction

J

Spill Prevention and Response Plans (SPRP) Preparedness, Prevention, and Contingency Plans (PPC)

K

Stormwater Calculations and Unified Stormwater Sizing Criteria (USSC)

L

Maintenance and Inspection Reports

M

Construction Sequence Scheduling Form

N

Modifications to SWPPP

vi

1.

Project Information

1.1

PROJECT DESCRIPTION

Montante Solar Development, LLC (Montante) is proposing the installation of a new commercial-scale solar photovoltaic facility (Montante Xerox Solar Development) located within the Xerox Campus property. The Project is sited within a 17.5-Acre plot of land (limits of disturbance, LOD) and includes development for installation of solar panels and supporting infrastructure and will be surrounded by a perimeter fence with access gates in the northeast and southeast corners. A pervious site access drive as well as an equipment pad are proposed to be installed in the southeast corner of the site. The Project is proposed to be connected to the power grid via overhead electric line at the southeast corner of the Site. The general site location (Town of Webster, Monroe County, New York) is shown in Appendix E, Project Locus. The overall planned site disturbance, including access, will be 17.5 acres (limits of disturbance boundary) or less. Soil disturbance will not exceed more than 5 acres at any one time. The Project is located within a Municipal Separate Storm Sewer System (MS4) area (Town of Webster – MS4 Additionally Designated Area – Criterion 3). 1.1.1

Access roads

There are two construction access roads proposed for the site, one will include upgrading an existing site access road at the central southern portion of the site and the other is a new site access proposed at the southeast corner of the site. A permanent pervious access road is proposed at the southeast corner of the site. Construction traffic will not be allowed on the permanent pervious access road. 1.1.2

Above-ground Facilities

There are 5 monitoring wells, one building, an asphalt-capped hazardous waste landfill, and a construction and demolition landfill on the site. The existing building is outside the areas of proposed development. The monitoring wells are to be protected at all times during construction activities, and no development is to be placed within 30 feet of them. Access to the asphalt-capped hazardous waste landfill shall be limited. There shall be no excavation within the limits of either landfill. The project is proposing installation of 10,872 solar panels, an equipment pad, and 5 utility poles. The solar panels will be constructed using rock gabion baskets as foundations to limit ground disturbance across the site. Excavation will be required for installation of the equipment pad and utility poles. Excavated material will be managed according to Xerox’s Soil Management Plan and as part of the Part 373 RCRA Permit. 1.1.3

Temporary Workspaces

There are two laydown areas proposed for the site. The laydown areas will receive soil restoration as necessary during final stabilization of the site. Laydown locations are presented in the Phasing Plan of the ESC Drawings included as Appendix H.

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1.2

STORMWATER MANAGEMENT OBJECTIVES

The objectives of the proposed Stormwater Management methods and procedures for the project shall be:

1.3



Reduction or elimination of erosion and sediment loading to downstream waterbodies during construction.



Controlling the impact of stormwater runoff on the water quality of the receiving waters.



Controlling the temporary increased volume and peak rate of runoff during construction. STORMWATER CONDITIONS

Currently, there are portions of the proposed LOD and the existing adjacent roadway (Caracas Drive) that are serviced by roadside ditch(es). The majority of the contributing drainage areas include forested areas, dirt access roads, and impervious surfaces from a building, asphalt, and gravel parking area. The project will require tree clearing. Stormwater from the contributing drainage areas generally leaves the site as sheet flow into either an unnamed tributary to Fourmile Creek (Class C mapped stream) on the west side of the site, or, to an unnamed, unmapped stream which is located to the east of the site. These streams are not listed on the New York State Section 303(d) list of impaired waterbodies. This project proposes to minimize ground disturbance and restore the disturbed soils to similar preconstruction conditions. An increase in peak runoff rates from the site is anticipated due to tree clearing but is not considered as changing site hydrology as stormwater because the resulting peak runoff rates are not greater than 5% pre-existing conditions according to NYSDEC Solar Development Webinar (July 28, 2025). An increase in water quality volume (WQv) and runoff reduction volume (RRv) due to impervious surface area from solar panel installation will be treated using non-rooftop disconnection to pervious areas between solar panels. Solar panels placed on slopes =/>8% are proposed to have gravel diaphragms installed on the downgrade contour to return flow to sheet flow, thus meeting the requirements of WQv and RRV. Requirements for channel protection volume (CPv), overbank flood protection (Qp), and extreme flood (Qf) are met through use of gravel diaphragms to return flow from solar panels to sheet flow and proof the solar panels will not alter site hydrology. Calculations for Unified Stormwater Sizing Criteria (USSC) are included as Appendix K.

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1.4

SOILS

The soil types and hydrologic groups present within the project are included in the following table: Table 1. Project Soils Soil Map Unit Soil Map Unit Name Symbol BcB ElA GaA GaB Mn PhB WfA

Benson channery loam, 0 to 8 percent slopes Elnora loamy fine sand, 0 to 2 percent slopes Galen very fine sandy loam, 0 to 2 percent slopes Galen very fine sandy loam, 2 to 6 percent slopes Minoa very fine sandy loam Phelps gravelly fine sandy loam, 3 to 8 percent slopes Wassaic fine sandy loam, 0 to 4 percent slopes

Approximate Acres within Study Area

Drainage Class

Hydric Conditions1

1.7

Somewhat excessively drained

Not Hydric

4.8

Moderately well drained

Not Hydric

0.4

Moderately well drained

Not Hydric

0.4

Moderately well drained

Not Hydric

2.8

Somewhat poorly drained

Not Hydric

0.1

Moderately well drained

Not Hydric

12.8

Moderately well drained

Not Hydric

Soil Mapping has been included as Appendix F. . "Hydric" indicates this soil is listed in the State Soil Data Access (SDA) Hydric Soils List (NRCS, 2023).

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1.4.1

Soils Descriptions

A description of the primary soil series found within the project area and adjacent areas are located below. See Appendix F for mapping of all soil series located within the project area. Benson channery loam, zero to eight percent slopes (BcB). These soils are located on benches, ridges, and plains. The parent material consists of channery loam till underlain by limestone or calcareous shale. Depth to a root restrictive layer, lithic bedrock, is reported to be 10 to 20 inches below ground surface (bgs). The natural drainage class is somewhat excessively drained. Water movement in the most restrictive layer is very low. This soil is not flooded nor is it ponded. There is no zone of saturation of water within a depth of 72 inches bgs. Elnora loamy fine sand, zero to two percent slopes (EiA). These soils are located on proglacial beach ridges and proglacial deltas. The parent material consists of sandy glaciofluvial, eolian, or deltaic deposits. Depth to a root restrictive layer is reported to be greater than 60 inches bgs. The natural drainage class is moderately well drained. Water movement in the most restrictive layer is high. These soils are not flooded nor are they ponded. Available water to a depth of 60 inches is low. Galen very fine sandy loam, zero to 2 percent slopes (GaA). These soils are found on proglacial deltas on lake plains. The parent material consists of deltaic deposits with a high content of fine and very fine sand. Depth to a root restrictive layer is greater than 60 inches bgs. The natural drainage class is moderately well drained. Water movement in the most restrictive layer is relatively high. Available water to a depth of 60 inches is moderate. This soil is not flooded nor is it ponded.

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Galen very fine sandy loam, two to six percent slopes (GaB). These soils are found on proglacial deltas on lake plains. The parent material consists of deltaic deposits with a high content of fine and very fine sand. Depth to a root restrictive layer is greater than 60 inches bgs. The natural drainage class is moderately well drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches is moderate. This soil is not flooded, nor is it ponded. Minoa very fine sandy loam, zero to two percent slopes (Mn). These soils are found on proglacial deltas on lake plains. The parent material consists of deltaic or glaciolacustrine deposits with a high content of fine and very fine sand. Depth to a root restrictive layer is greater than 60 inches bgs. The natural drainage class is somewhat poorly drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches is relatively high. This soil is not flooded, nor is it ponded. Phelps gravelly fine sandy loam, three to eight percent slopes (PhB). These soils are found on valley trains and terraces. The parent material consists of loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, containing significant amounts of limestone. Depth to a root restrictive layer is greater than 60 inches bgs. The natural drainage class is moderately well drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches is low. This soil is not flooded, nor is it ponded. Wassaic fine sandy loam, zero to four percent slopes (WfA). These soils are found on benches, ridges, and till plains. The parent material consists of loamy till derived mainly from limestone, with varying amounts of sandstone, shale, and crystalline rock. Depth to a root restrictive layer, bedrock, lithic, is 20 to 40 inches bgs. The natural drainage class is moderately well drained. Water movement in the most restrictive layer is very low. Available water to a depth of 60 inches is low. This soil is not flooded, nor is it ponded. 1.5

PROPOSED PROJECT ACTIVITY DURATION

The project construction is anticipated to take approximately four to six months to complete. Tree clearing is expected to begin Winter 2025-2026, and general construction is expected to begin in Spring 2026. Construction is expected to be completed in Summer 2026. Project Activity Duration: Winter 2025-2026 through Summer 2026. 1.6

ENVIRONMENTAL SENSITIVE AREAS

There is one federally mapped wetland (an emergent wetland) and no previously mapped NYSDEC wetlands within the limits of disturbance. The closest mapped stream is located approximately 60 feet west of the project (Class C unnamed tributary to Fourmile Creek). Additional state and/or federal mapped wetlands located adjacent to the project are depicted on the Federal and State Aquatic Resources mapping included in Appendix I. Field investigations to delineate wetlands and streams within and adjacent to the Project were completed by two H & A of New York Engineering and Geology, LLP (Haley & Aldrich of New York) wetland scientists on 22 October 2024. A total of three wetlands and one stream were identified. Of these delineated features, only the delineated wetlands will be impacted. The delineated stream is located west of the project (corresponding with the mapped stream above) and this resource will not be impacted by construction or ongoing operations. The delineated wetlands include palustrine emergent and palustrine forested wetlands within the western and central portions of the site. In addition to the delineated streams and wetlands, four drainage ditches (initially

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presumed non-jurisdictional) were delineated within the site. In later correspondence with USACE they indicated the ditches would be considered jurisdictional Waters of the U.S. Based on correspondence with the USACE, hand felling trees, cut flush to the ground with stumps left in place, and installing perimeter fence with driven piles/poles in wetland areas are not considered fill activities. Tree clearing, using this method, is proposed within the three delineated wetlands on-site. Additionally, portions of the perimeter fence are proposed to bisect Wetland KLC. No fill will be installed around the perimeter of the poles, the fence will be supported by the driven poles only. The placement of the geoballast foundations within the wetlands and drainage ditches is considered fill by USACE. Due to the required spacing of the solar arrays and geoballast foundations, there will be unavoidable fill within the delineated wetlands and drainage ditches (Waters of the U.S). USACE Nationwide permit authorization was obtained for the Project to address the unavoidable fill activities in the wetlands (0.03 acre) and drainage ditches (0.1 acre) within the site. A copy of the USACE permit authorization is included in Appendix I. In addition to the USACE Nationwide permit authorization, Haley & Aldrich of New York also confirmed with NYSDEC that none of the delineated wetlands within the Project site or its immediate vicinity would be considered jurisdictional by NYSDEC. A copy of the confirmation letter is included in Appendix I. 1.7

THREATENED AND ENDANGERED SPECIES

Montante has reviewed and/or consulted the NYSDEC Natural Heritage Program records and United States Fish and Wildlife Service (USFWS) Information for Planning and Conservation (IPaC) regarding potential presence of federally or state-listed species and significant habitats in the vicinity of the project. A copy of the consultation information is provided in Appendix G. 1.7.1

On behalf of Montante, Haley & Aldrich of New York completed a review of the New York State Environment Resource Mapper (EnviroMapper) tool, which indicated that there were no statedesignated rare, threatened, or endangered species, associated protected habitats, or significant natural communities present within the project area. Therefore, a submittal letter to the New York Natural Heritage Program (NYNHP) is not required for the project. 1.7.2

USFWS

According to the U.S. Fish & Wildlife Service (USFWS)’ Information, Planning and Consultation System (IPaC System) screening of the Project, the federally designated proposed threatened monarch butterfly (Danaus plexippus) is the only threatened or endangered species potentially located within the vicinity of the Project. Monarch butterflies are a wide-ranging migratory species, which span across North America. The species can use a variety of different habitats (e.g., scrub-shrub or herbaceous wetlands, hardwood or coniferous woodland, old fields, cropland or hedgerow, grassland, etc.), however, they require healthy and abundant milkweed plants (Asclepias spp.) within these habitats for both laying eggs on and as a food source for caterpillars. Additionally, a wide variety of native blooming flowers are needed for adults throughout the breeding season, migration and overwintering.

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The Project area is comprised of mixed hardwood forest, open herbaceous areas, and an inactive, asphaltcapped landfill. Portions of the forested and herbaceous areas have been previously disturbed for the installation of gravel roads to access well monitoring and remedial infrastructure. The tree stratum is dominated by red and sugar maple (Acer rubrum and A. saccharum, respectively), eastern cottonwood (Populus deltoides), and black cherry (Prunus serotina). The sapling/shrub stratum is dominated by maple, cherry, and ash (Fraxinus spp.) saplings, honeysuckle (Lonicera spp.), and European buckthorn (Rhamnus cathartica). The herbaceous stratum is dominated by rambler’s rose (Rosa multiflora), mugwort (Artemisia vulgaris), goldenrod (Solidago spp.), common reed (Phragmites australis), and various grasses (Poa spp., Festuca spp., etc.). During the field reconnaissance, no milkweed plants were observed within the Project area; if milkweed is present, it is likely within sporadic or scattered patches that do not serve as an abundant food or habitat resource. It is possible that adult monarchs could utilize goldenrod or other less abundant flowering plants as a food source during migration. However, due to the relatively low quality of habitat with a prevalence of non-native species and lack of substantial milkweed habitat, the Project area is not likely to currently support significant populations of monarch butterflies. Upon completion of construction activities, Montante is committed to planting pollinator-friendly herbaceous species, including milkweed, in various locations within the Project footprint; this will help to provide new potential monarch butterfly habitat. Proposed pollinator plantings that are depicted in Wetland KLB will be comprised of facultative wetland or obligate wetland pollinator species [e.g., swamp milkweed (Asclepias incarnata), spotted trumpetweed (Eutrochium maculatum), New England American aster (Symphyotrichum novae-angliae)]. The Project is currently proposed within mostly existing disturbed landscape including asphalt, existing infrastructure, and forested areas. There is very little if any current prime habitat for the butterfly, and the proposed plantings of pollinator friendly species will provide potential future habitat and/or food sources. Therefore, the Project would be expected to have a net benefit to the species and would not be anticipated to adversely impact the species. Copies of agency correspondence, consultation letters, and/or clearances are included in Agency Correspondence (Appendix G). 1.8

CONSTRUCTION IMPACTS ON THREATENED AND ENDANGERED SPECIES

Based on completed consultations and a review of the available online species information provided by the NYNHP and USFWS, the proposed project is not expected to adversely affect Rare, Threatened, and Endangered (RTE) species. 1.9

CULTURAL RESOURCES AND ARCHEOLOGICAL STUDIES

Montante recognizes Section 106 of the National Historic Preservation Act requires the accounting for effects of an undertaking on historic properties listed in or as eligible for listing in the National Register of Historic Places, consultation with the New York State Office of Parks, Recreation, and Historic Preservation (NYSOPRHP). To assess the project for potential effects on cultural and/or historical resources, Haley & Aldrich of New York submitted consultation correspondence to the New York State Historic Preservation Offices (SHPO) on behalf of Montante. On March 19, 2025 the SHPO responded with a letter (see Appendix G) stating that project activities would have No Effect on historic properties, including archaeological and/or historic resources.

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If any human remains or archaeological remains are encountered during excavation, the owner/operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. To notify the appropriate RWE contact the NYSDEC Division of Water at 518-402-8111 (ext. 3505) or at DOWinformation@dec.ny.gov. 1.10

IMPERVIOUS AREAS

The proposed project LOD will cross and/or utilize access through existing and proposed impervious surfaced roadways. The pre-development impervious area at the site is approximately 150,635 square feet (3.5 Acres). Two stabilized construction entrances are proposed for construction access. The two proposed entrances will be demolished and the areas beneath restored to pre-existing conditions. The post-development impervious area would be approximately 8.3-acres (increase of 4.8 Acres) and will be handled according to the NYSDEC guidance for solar development. 1.11

POST-CONSTRUCTION DRAINAGE

There is no change expected for flow paths across the site. The project is expected to cause an increase in runoff from the site, but peak discharge rates are expected to remain within the 5% increase of peak discharge rates threshold outlined by the NYSDEC. Because post-construction discharge rates for the 10year and 100-year design storms remain within the 5% rate increase from pre-construction to postconstruction, the project is not expected to change the site’s hydrology. Water quality volume and runoff reduction volume requirements for the increased post-construction impervious areas are to be met using filter strips to treat runoff as disconnected non-rooftop runoff. Solar panels installed on continuous slopes >/= 8% are proposed to have gravel diaphragms installed along the downgrade contour to return flow to sheet flow. The construction workspaces and laydown areas will undergo soil restoration and will be returned to pre-construction conditions. 1.12

WATERBODY AND WETLAND CONSTRUCTION AND MITIGATION PROCEDURES

Best Management Practices (BMPs) provided on the ESC Plans, Appendix H, are proposed to minimize impacts to adjacent streams and wetlands during construction. The BMPs have also been developed to meet the NYSDEC New York State Standards and Specifications for Erosion and Sediment Control requirements. Solar panels and fencing are proposed in wetland areas, thus, adjacent streams and wetlands will be protected through the installation perimeter erosion and sediment controls to be located in areas downgradient of construction. A Spill Prevention and Response Plan (SPRP) will be implemented for spills of material which might impact these adjacent resources. Refer to Appendix J for SPRP. Montante will utilize BMPs throughout construction to protect the environment and to minimize potential effects of the project. Direct impacts associated with construction will be temporary in nature based on the restoration following construction. No permanent fill will be placed in any water resources as a result of construction. Measures to avoid or minimize potential impacts to protected resources are planned to include:

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

Adjacent wetland/stream boundaries and buffers will be clearly marked in the field with signs and/or highly visible flagging until construction-related ground disturbing activities are complete.



Any construction activities that do need to occur within or in proximity to adjacent streams wetlands will be closely monitored and have spill kits present at all times.



Where wetlands/streams are within or adjacent to the LOD and the LOD slopes towards these features, sediment barriers will be installed along the edge of the construction workspaces as is necessary to prevent sediment or pollutant flow into these areas.



Inspection of culverts and other resource crossing points periodically throughout construction. Repairs to crossing point areas will be conducted as needed.

Site specific restoration and/or stabilization measures of existing resources in the LOD will be undertaken to restore natural flow conditions and be completed in accordance with other applicable agency permit requirements or restrictions. 1.13

FUTURE UTILITIES

Other than the installation of the new aboveground electric lines from the solar arrays, equipment pad, and proposed electric utility lines, the project will not create new utilities or have a need to make improvements to existing utilities, facilities, or services. 1.14

PROPOSED DRAINAGE AREA DIVIDE LINES

This project is proposing no modifications to the grade as compared to the pre-construction conditions. There are no anticipated changes to the drainage area divide lines of the project. 1.15

SECTION 303 (D) LISTED IMPAIRED WATERS

The stormwater runoff from the project site discharges to a NYSDEC mapped unnamed Class C stream, which continues into a NYSDEC mapped Class C stream (Fourmile Creek). These waterbodies are not listed on the section 303 (d) List of Impaired Waters and do not require a TMDL. 1.16

POTENTIAL FUTURE CLIMATE CHANGE RISK ON PROJECT CONSTRUCTION AND FACILITIES

The Project includes the proposed installation of a solar renewable energy facility. According to the Federal Emergency Management Agency (FEMA) National Flood Hazard Layer (NFHL) Viewer, the Project is not located within a FEMA flood hazard zone (outside of 100- and 500-year flooding). The Project is also not located within or adjacent to a New York State Coastal zone that may be subject to sea level rise, increasing storm surge, or increased flooding. The Project does not include structural facilities that would be at risk from or increase the rate of flooding or damage from increased intensity of storms. The Project proposes minor increases to impervious surfaces and, therefore, is not anticipated to reduce the flood storage capacity of the lands surrounding or within the Project area. The minimal Post Construction Stormwater Management practices proposed (gravel diaphragms) have been sized appropriately for potential increased storm and flood conditions.

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Increased precipitation and intensity of storms can increase land erosion, especially on steep slopes and stream crossings. See Section 3.2 below for a description of permanent erosion control measures that will be installed to reduce surface water runoff velocity and prevent sediment deposition into sensitive resources that will help to mitigate potential increases in precipitation due to climate change. Additionally, temporary and permanent stabilization measures of disturbed soils will be implemented throughout the Project to prevent erosion of ground surfaces. Inspections and maintenance of erosion and sediment control structures throughout the Project duration, especially after storm events, will ensure the protection of Project facilities and sensitive resources during construction. Shifting ecology due to increased temperature and storm events may result in the introduction of invasive plant species, which are non-native species that can disrupt functioning ecosystems by displacing native species and reducing overall diversity. Montante will implement specific measures to prevent the unintentional introduction of invasive, noxious, or exotic weeds to the Project workspaces and adjacent areas. Machinery and materials brought onto the site will be free of any visible soil, vegetation, or debris prior to entering construction workspaces. In addition, construction materials such as seed mixes, mulch material, and gravel being brought into the Project area from an outside source will be visually inspected or documented by vendors (as practicable) to be free of possible invasive plant material. In general, due to the nature and location of the Project, the risk to Project construction and maintenance as a result of climate change is relatively low. A solar project offers significant benefits in the fight against climate change by reducing reliance on fossil fuels, thereby lowering greenhouse gas emissions. By harnessing renewable energy, solar power helps mitigate the effects of global warming, reduces air pollution, and promotes sustainable energy practices. Additionally, solar energy contributes to reducing the carbon footprint of both individuals and industries, fostering long-term environmental health.

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2.

SWPPP Responsibility

The SPDES General Permit for Stormwater Discharge from Construction Activity (GP-0-25-001) requires certain conditions to be met in order to maintain permit coverage. 2.1

SWPPP IMPLEMENTATION

Owner/Operator Name: Montante Solar Development, LLC Owner/Operator Contact: Katie Soscia 2760 Kenmore Avenue Buffalo, New York 14150 716-876-8899 ksoscia@montante.com The Owner/Operator shall ultimately be responsible for the implementation of all the SWPPP requirements and procedures. All Contractors and subcontractors involved in earthwork and ESC activities shall be responsible to follow the requirements of the SWPPP. These Contractors, Prime and Subcontractor, shall have the responsibility of reviewing and understanding the requirements of the SWPPP and shall sign the contractor certification statement (Appendix D), prior to their work on the Project site. The Owner/Operator shall sign the “Owner/Operator Certification Form” (Appendix C) prior to proceeding with earth disturbance. The Owner/Operator will be responsible to obtain a qualified inspector to document the environmental conditions and provide a list of NYSDEC compliance deficiencies in accordance with the General Permit for Stormwater Discharges. The Owner/Operator shall have each Contractor and Subcontractor that is involved with earthwork and ESC activities identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the “Trained Contractor”. The Owner/Operator shall ensure that at least one Trained Contractor, which has received four (4) hours of endorsed E&SC training, is present daily at the Project site when soil disturbance and ESC activities are being performed. The Project Contractors have not been selected at this time. 2.2

SWPPP INSPECTION

The SWPPP inspections shall be performed by a Qualified Inspector or a Qualified Professional such as a Licensed Professional Engineer, a person that has received four hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entities, Certified Professional in Erosion and Sediment Control (CPESC),

10

or a Registered Landscape Architect. The NYSDEC website provide a training calendar with training events for Trained Contractor and Qualified Inspector classes at the following web address: Construction Stormwater Toolbox - NYSDEC The SWPPP inspections shall take place at a minimum of once every seven calendar days. The Owner/Operator shall be responsible for hiring and/or obtaining the services of Qualified Inspector or Professional to conduct the SWPPP inspections as per the above requirements and time frame. The project Contractor shall be responsible for the daily visual inspection (within the active work areas) of BMP devices to verify performance and to repair, modify or replace when not adequately controlling erosion and sediment control or functioning as intended. 2.2.1

INSPECTION FREQUENCY

The SWPPP inspections (completed by the Qualified Inspector) shall take place at a minimum of once a week (once per seven days) during active construction when soil disturbance activities are on-going. For construction sites which have received a five-acre waiver from the NYSDEC, the inspector must conduct at least two site inspections every seven calendar days (these inspections must be separated by a minimum of two full calendar days. Inspection frequency may be reduced to once every 30 calendar days during periods of temporary project suspension (winter shutdown IF all areas of disturbance have temporary stabilization measures applied) or following completion of the project construction and monitoring for project restoration, following approval from NYSDEC. The project Owner (Montante) is required to notify the regional SPDES Program contact, or in areas under jurisdiction of an MS4, the MS4 contact, in writing prior to reducing the inspection frequency. Once construction site disturbance activities are completed, the site has achieved final stabilization (>80 % vegetative growth), and any PCSM measures (if required) have been completed, the inspections can be completed and Montante would file the Electronic Notice of Termination (eNOT) form, to the NYSDEC and regulated MS4 (as applicable). The project Contractor shall be responsible for the day-to-day visual inspection of BMP devices in the active construction areas, to verify performance and to repair, modify or replace when not adequately controlling erosion and providing sediment control. 2.3

SWPPP INSPECTION REPORT AND CORRECTIVE ACTIONS

The Qualified Inspector shall prepare an inspection report subsequent to each inspection. At a minimum, the inspection report shall include and/or address: date and time of inspection; name/title of inspector; weather and soil conditions; runoff conditions; water body and discharge conditions; identify erosion and sediment control repair and maintenance required; replacement and modifications to erosion and sediment controls; description/sketch and size of current disturbed areas and stabilized areas; current phase of construction; identify all construction/practices not in accordance with SWPPP and technical standards; and digital photographs with date stamp.

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Within one business day of the inspection, the Qualified Inspector shall notify the Owner/Operator and Contractor/Subcontractor of any corrective actions that need to be taken. If deficiencies are identified, the Contractor must: 

If the corrective action does not require engineering design: – Begin implementing corrective actions within one business day; and – Complete the corrective actions within five business days; or



If the corrective action requires engineering design: – Begin the engineering design process within five business days; and – Complete the corrective action in a reasonable time frame but no – later than within 60 calendar days.

A corrective action not requiring engineering design refers to a straightforward, immediate response to an environmental or regulatory issue that can be addressed through simple operational adjustments, maintenance, or minor procedural changes, without the need for a detailed, technical plan or engineering expertise. These actions are typically quick to implement and rely on existing systems, standard practices, or readily available solutions that don’t involve complex calculations, specifications, or custom-designed structures. All inspection reports are to be signed by the Qualified Inspector. Within seven days of the inspection, photographs of the completion of the corrective action work shall be attached to the inspection report. Inspection reports shall be maintained on the construction site within the SWPPP (Appendix L). 2.4

POST CONSTRUCTION STORMWATER MANAGEMENT RESPONSIBILITY

The project proposes the installation of a new commercial-scale solar photovoltaic facility. Disturbed areas from construction traffic, laydown areas, and construction entrances will be restored to preconstruction conditions. Installation of solar panels on slopes 8% and greater is expected to increase shallow concentrated flow across limited sections of the site. Flow diffusers are proposed to reduce shallow concentrated flows from solar panel installations to sheet flow. A pervious access road is proposed to serve as permanent access to the site. Flow diffusers are to be maintained by the Owner. Flow diffusers are to be cleared of debris or sediment during regular site maintenance. The pervious access road is to be maintained by the Owner. There shall be no traffic utilizing the pervious access road during construction. When construction is complete, and the Qualified Inspector or Qualified Professional determines that the requirements of the construction permit have been satisfied the Electronic Notice of Termination (eNOT) form will be prepared and signed by the Owner/operator and the Qualified Inspector. The eNOT form will then be submitted to the NYSDEC. The Owner shall retain a copy of the Notice of Intent (NOI), NOI acknowledgement letter, SWPPP, and all completed inspection reports for a period of at least five years from the NYSDEC receipt of the eNOT submission.

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3.

Erosion and Sediment Control Measures

Construction operations will be carried out in such a manner that erosion will be controlled, and water and air pollution minimized. Federal, State, and local laws concerning pollution abatement will be followed. The following section contains the minimum erosion and sediment control measures to be practiced on the project site during the duration of coverage under the SPDES General Permit for Stormwater Discharges. The Contractor and Subcontractor(s) shall refer to the ESC drawings (Appendix H), BMP drawings (Appendix H-Detail Sheets) as well as this SWPPP report for the complete requirements for erosion and sediment control for the project site. The Contractor and Subcontractor(s) shall also be responsible for observing additional state or Federal requirements (as applicable). 3.1

TEMPORARY EROSION CONTROL MEASURES

This section describes temporary erosion control measures anticipated for the project. Refer also to Appendix H-Erosion and Sediment Control Plan Drawings, Detail and Note Sheets. 3.1.1

Dust Control

Dust control shall be accomplished on-site through watering only. Calcium chloride or other chemicals used for dust control will not be allowed. The contractor shall provide a positive means to prevent airborne dust from being generated. At a minimum, sweeping on paved areas, water sprinkling and mulching on unpaved areas shall be provided, as necessary. 3.1.2

Temporary Construction Entrance

Prior to any construction activity, a non-erosive means of access will be provided at the road entrance/ workspace access. Construction access measures (see specific proposed measures outlined in Appendix H) shall be completed prior to commencing construction traffic usage. The entrance will be maintained and repaired as necessary. Mud and dirt tracked onto the public roadway shall be cleaned daily and cleaned immediately in the instance of a potential safety issue to vehicles, pedestrians, or construction personnel. 3.1.3

Sediment Barrier (Sediment filter sock)

Sediment barriers shall be used during construction as a temporary sediment and erosion control measure. Sediment barriers are to be installed perpendicular to grade/parallel to contours and down gradient of disturbed soils as per the erosion and sediment control plans or as directed by the Owner or Owner’s representative. Sediment filter socks are to be utilized for areas downgrade of proposed spoil piles (installed at least 10-feet from the toe of the foot of piles). Sediment shall be removed prior to 50% accumulation of the storage capacity of the sediment barrier. Sediment filter socks are an acceptable sediment barrier that may be installed as a substitute for silt fence. Sediment filter socks can also be used in support of primary BMPs and are especially useful in areas with a short duration of disturbance. The design plans illustrate the minimum BMPs required for ESC protection and site compliance. At locations of sediment barriers, the Contractor may utilize filter socks for erosion and sediment control protection if the use is applicable. Sediment filter socks may also

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be used as check dams when the use and installation comply with the detail as provided in the New York State Standards and Specifications for Erosion and Sediment Control. Sediment barriers are intended to stop the flow of sediments and prevent the deposition of sediments into sensitive resources. 

At a minimum, install and maintain temporary sediment barriers across all construction workspaces at the base of slopes greater than five percent where the base of the slope is less than 50 feet from a water body, wetland, or road crossing until revegetation is successful as defined in this Plan. Leave adequate room between the base of the slope and the sediment barrier to accommodate ponding of water and sediment deposition.



Where water bodies are adjacent to and down slope of construction work areas, install reinforced sediment barriers along the edge of these areas, as necessary to prevent sediment flow into the wetland or water body.



Install temporary sediment barriers at the base of slopes until disturbed vegetation has been reestablished.



Inspect and maintain all temporary sediment barriers throughout the construction project in accordance with the requirements of the SPDES General Permit for Stormwater Discharges.



Maintain all temporary sediment barriers in place until permanent revegetation measures are successful or the upland areas adjacent to wetlands, water bodies, or roads are stabilized (>80% vegetative growth).



Contractor shall incorporate appropriate erosion/sediment control measures in work staging and storage areas.



Remove temporary sediment barriers from areas that are successfully revegetated (>80% revegetation).

Proposed sediment barriers are shown on the ESC plan drawings (Appendix H). 3.1.4

Storm Drain Inlet Protection

There are roadside ditches and culverts in the vicinity of the LOD. Adequate protective measures, including check dams will be installed as necessary for culverts, storm drains, and drainage ditches to ensure protection of existing resources. Additional options for sediment control in catch basins include sediment sack installation where the catch basin is subject to nearly level (<5% slope) drainage areas. 3.1.5

Additional Erosion and Sediment Controls

The erosion and sediment control drawings (Appendix H) illustrate the minimum erosion & sediment control practices for permitting compliance. During construction, additional areas will require new or reinforcement to existing BMPs. At a minimum, additional controls are to be added to areas that have or are causing a permit violation, show signs of moderate erosion or sedimentation, failing BMPs and at locations indicated in the weekly inspection reports.

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3.1.6

Temporary Site Preparation for Seeding

The seedbed shall be scarified to a depth of three to four inches and shall be accomplished by disking or tracking equipment across the work area to be seeded. Late season preparation (Nov 15 – April 1 per NYSDEC standards) shall apply agricultural-grade lime at a rate of one ton per acre (no lime or fertilizer shall be used in wetlands) and fertilize with commercial fertilizer (10-10-10 nitrogen-phosphorus-potassium (NPK)) at a rate of 150 lbs./acre. 3.1.7

Temporary Seeding

For temporary seeding during the spring through fall (April 2 through November 14), all disturbed cover within each work area (including soil stockpiles) shall be seeded with annual Ryegrass seed at a rate of 40 pounds per acre (or other applicable landowner approved alternative). Seeding during late fall or early winter (Nov 15 – April 1 per NYSDEC standards) shall be with winter rye at 170 pounds per acre. The seed shall be spread by broadcasting, drilling with a culti-pack type seeder, or hydro-seeding. Hand operated bag seeder spreading of temporary seed is acceptable, provided the appropriate coverage and non-clumping of seed is maintained. 3.1.8

Temporary Mulching

All disturbed cover within each work area (including soil stockpiles) shall be mulched after seed application. The mulch shall be weed-free straw mulch only. The application rate of straw mulch shall be two tons per acre. Winterization mulching shall be four tons per acre. As an alternative to straw mulch, flexible growth medium (fgm) or “hydromulch” may be used and applied at the specific manufacturers recommended application rates, with coverage to be similar to the 4 ton/acre straw mulch coverage. Hydromulch (fgm) shall not be applied in wetlands. 3.2

PERMANENT EROSION CONTROL MEASURES

3.2.1

Permanent Seeding and Stabilization of Disturbed Areas

Seeding shall be in accordance with the SWPPP report, ESC drawings, details, and specifications. The seedbed shall be scarified to a depth of three to four inches. This shall be accomplished by disking or tracking equipment across the work area to be seeded. Small areas can be prepared by utilizing the teeth of an excavator to scarify small areas. The seed shall be spread by seed drilling. Seed application rate shall be according to the manufacturer’s recommendations. Broadcasting or hydroseeding are also acceptable; provided the application rate is doubled. All disturbed cover within each work area (including soil stockpiles) shall be mulched, after seed application. The mulch shall be straw mulch only (hay mulch not permissible). The application rate of straw mulch shall be three tons per acre. Mulch applied for winter seeding (Nov 15 – April 1 per NYSDEC standards) shall be at 4 tons per acre.

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3.2.1.1

Site Preparation

The seedbed shall be scarified to a depth of three to four inches. This shall be accomplished by disking or tracking equipment across the work area to be seeded. Tracking shall be performed up and down grades, not across. Remove all stones over four-inch diameter, sticks, and foreign matter from the surface. Apply lime at a rate as recommended by soil testing results (No lime or fertilizer shall be used in wetlands). Fertilize with commercial fertilizer at a rate as recommended by soil testing. 3.2.1.2

Permanent Seeding

All disturbed areas (not under impervious cover) shall be covered with a permanent seed mixture, prior to completion of the project. The seed mix shall be as directed by Montante. A northeast roadside mix will be utilized in areas not requiring a specific project mixture. The preferred seeding application is by culti-pack type seeder. Broadcast, hand spreading, or hydro seeding can be used in lieu of drilling at double the recommended seeding rates, or as directed by the Owner. Seed to be applied at the seeding rates listed below. Seed distributed by hydro-seeding shall be spread based on the application rate of the individual seed mixture. 3.2.1.3

Permanent Mulching

All disturbed cover within each work area shall be mulched, after seed application. The application rate of straw mulch (hay mulch not permissible) shall be 3 tons per acre. Mulch applied for winter seeding (Nov 15 – April 1 per NYSDEC standards) shall be at 4 tons per acre. Mulch applied by hydro-seeding method shall be as follows: apply wood mulch at a rate of one ton per acre, Terra Tack AC (tackifier) at a rate of 120 pounds per acre and 6,000 gallons of water per acre. Alternate mixtures are to be applied at the manufacturer’s recommendations. Avoid application during rain. A 24-hour curing period and a soil temperature higher than 45 degrees are required. 3.3

OPERATION

To ensure the stability and effectiveness of all protective measures and practice during and after construction, all erosion control measures implemented shall be in accordance with the construction sequence schedule, inspected and maintained in accordance with the SWPPP requirements.

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4.

Construction Sequence

The project Contractor shall prepare a construction sequence schedule in order to create the least amount of site disturbance, sediment loading, soil erosion, and to control the impact of stormwater runoff on the waters of New York. The project Contractor shall limit the area of disturbance to the minimum required to properly complete the associated task. The project Contractor shall submit a project schedule, detailing the construction sequence proposed and place this in the on-site SWPPP or use the sample schedule (Appendix M). The completed Contractor provided schedule shall be added to the on-site SWPPP as Appendix M (Construction Sequence Scheduling Form). All submitted modified schedule updates shall replace the previously submitted schedule in Appendix M. The following provides a description of the anticipated construction activities as they pertain to erosion and sediment control. The Contractor submitted site specific schedule will supersede these anticipated general construction activities. Construction of the project is expected to take 4 to 6 months to complete. Tree clearing will begin in Winter 2025 with general construction beginning in Spring 2026. Perimeter erosion and sedimentation controls as well as stabilized construction entrances are to be constructed before any construction activities begin. Tree clearing will begin after installation of perimeter erosion and sedimentation controls and the stabilized construction entrances. Grading activities including installation of the gravel diaphragm, equipment pad, utility poles, and electric lines will take place after tree clearing. Upon completion of preliminary grading activities the solar arrays and associated equipment will be installed. The pervious site entrance will be constructed during final site stabilization activities. 4.1

STEP 1: PRE-CONSTRUCTION ACTIONS

4.1.1

Resource Protection

Before construction begins, the Owner arranges for the environmental features, utility lines, and drainage structures to be located to prevent accidental damage during project construction. Surveyors then stake the necessary project features and the extent of the LOD limits. Prior to construction, the project Contractor shall contact Xerox site personnel as well as Dig Safely New York (UFPO) at 1-800-962-7962 or 811, prior to initiating work. The project and/or site owners shall mark their utilities that may be impacted by the project. 4.1.2

Surface Water Protection

Identify bodies of water and locate existing culverts and drainage channels located either on site, along the proposed road crossings or in the general vicinity of the site. Plan the use of appropriate practices to protect on-site or downstream surface water with the use of diversion ditches, perimeter filter sock, riprap, and sediment traps. The Contractor shall review the project wetland mapping and the erosion and sediment control plan drawings (Appendix H) to provide protection for the site adjacent wetlands and waterbodies crossed and adjacent to the project.

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4.1.3

Stabilized Construction Entrance

Two stabilized construction entrances are proposed for construction prior to commencement of other construction activities. The entrances will also need to be removed and the underlying areas restored to pre-construction conditions. If the permanent pervious driveway is installed during the initial phases of construction, all traffic must refrain from using the permanent pervious driveway and utilize the proposed construction entrances instead. The contractor will be required to provide for a non-erosive measure to enter/exit the remaining construction work areas. These measures may include stabilized construction entrances, placing mats/ plates, or utilizing rubber tracked equipment, if available. Removal of tracked material/debris and cleaning shall take place on the existing adjacent impervious roads immediately if material is tracked and poses a safety risk to workers, pedestrians, or vehicle travel. 4.1.4

Spill Pollution Prevention

Prior to importing materials of pollution concern, as outlined in the Pollution Prevention Measures section of this SWPPP and attached Preparedness, Prevention, and Contingency Plans (PPC) and Spill Prevention Response Plans (SPRP) (Appendix J), assure that all proper protection and containment for these items are on site. Fuel and oils are to be installed in double walled containment. Upon import of each possible pollutant material, protection and containment will be installed and material protected as appropriate. 4.1.5

Clearing and Brushing

Conduct tree clearing and brush removal as required for project access and proposed workspaces. Tree clearing is to be conducted using hand felling methods. Trees and brush from clearing and brushing are to be removed from the site as directed by the Owner. Stumps are to be cut flush to grade and remain in place. Spotters will be utilized to locate survey placed limits of construction flagging and align clearing equipment to assure the construction equipment stays within the construction limits. 4.1.6

Perimeter Sediment Controls

Sediment barrier material, locations and installations are to comply with the site plans, standard details, and specifications. Install sediment barriers down grade of proposed ground disturbance activities. Sediment barriers should be placed on or parallel to contours where there is no concentration of water flowing to the barrier and in areas where erosion occurs in the form of sheet erosion. The area downgrade of the sediment barrier should be undisturbed ground. 4.2

STEP 2: CONSTRUCTION AND EROSION CONTROL (IN CONSTRUCTION SEQUENCE ORDER)

4.2.1

Construction and Earthwork

After installation of perimeter controls, stabilized construction entrance(s), and site clearing, construction and earthwork may begin. As construction and earthwork continue, soil stabilization practices are to be utilized as described below. Sediment controls (as described below), erosion control (Step 3 - as follows) and the required BMPs are to be utilized concurrently with the site earthwork.

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Upon commencement of soil disturbance, daily visual inspections and SWPPP inspections (Step 4 - as follows) are to be conducted. Proposed grading should not be performed as to impair existing surface drainage resulting in a potential erosion hazard impacting adjacent land or water bodies. 4.2.2

Sediment Control

Additional sediment barriers that have not been placed during the perimeter sediment control stage are to be placed as shown on the site plan drawings (Appendix H). Additional sediment controls shall be placed at locations where surface runoff from disturbed or graded areas has begun to erode or flow towards unprotected off site areas. 4.2.3

Topsoiling/Stockpiling

Generally, stockpiled topsoil will be located near the edges of construction workspaces. Topsoil is to be stockpiled within the edge of construction workspaces, as shown in Appendix H. Management of excavated soil will be determined by the process identified in Xerox’s Soil Management Plan, under its site Management Plan, and as part of Part 373 RCRA Permit. 4.2.4

Construction of Solar Photovoltaic Arrays

The project will require tree clearing and brush removal to facilitate installation of the solar photovoltaic arrays. The arrays are to be mounted to geoballast foundations which require no soil disturbance or excavation for installation. The solar arrays will be installed using low ground pressure equipment to minimize soil disturbance. The power transmission cables from the solar arrays to the proposed equipment pad will be installed above ground. 4.2.5

Construction of Equipment Pad and Underground Electric Line

The equipment pad is proposed to be installed at the location shown and according to the details provided in the plans included as Appendix H. The underground electric line is proposed to be installed at the locations provided in the plans included as Appendix H. Soils excavated during construction of the equipment pad and underground electric line shall be handled according to the process identified in Xerox’s Soil Management Plan, under its site Management Plan, and as part of Part 373 RCRA Permit. 4.3

STEP 3: EROSION CONTROL & STABILIZATION (IN CONSTRUCTION SEQUENCE ORDER)

4.3.1

Stabilization

Temporary or permanent stabilization will begin as necessary following completed clearing and provided that preliminary earthwork has ceased in an area and the stabilization period has begun. Stabilization is to be in accordance with Section 3 Erosion and Sediment Control Measures of this SWPPP Report. Implement erosion control practices to keep the soil in place as the project construction progresses. Stabilization should be completed in accordance with this SWPPP. When activities in an area temporarily cease during construction, soil stockpiles and exposed soil should be stabilized by seed, mulch, or other appropriate measures as soon as possible. All disturbances shall be stabilized within 14

19

days of construction activity that is completed or has temporarily/permanently ceased within a section of the project. 4.4

STEP 4: MAINTENANCE AND INSPECTION

The Owner’s Qualified Inspector SWPPP inspections will be required to start upon earth disturbance of the project utilizing practices described in Section 6.1. 4.5

STEP 5: FINALIZE GRADING & LANDSCAPING

In conjunction with the construction of the permanent well pad and access road, final grading and landscaping will be conducted, generally as follows:

4.6



Final grading of each site area shall be stabilized once the construction is completed in that area.



All open areas, including borrow and spoil areas must be stabilized.



Permanent topsoil, seeding, sod, mulching, or other stabilization practices shall be installed in the remaining disturbed areas as appropriate.



Stabilization must be undertaken no later than 14 days after construction activity has ceased.



Disturbed areas are to be restored as close as possible to their original contours.



Remove the temporary control measures upon complete stabilization (>80% revegetation) of the disturbed areas. STEP 6: POST CONSTRUCTION CONTROLS

Post construction permanent stormwater management measures are required for the project, as there are solar panels proposed to be installed on continuous slopes >/= 8%. Gravel diaphragms are proposed along the downgradient contour to return flow to overland sheet flow over vegetated filter strip. The open areas between the solar panel arrays are considered as the vegetated filter strip and should be maintained to be considered as “meadow in good condition.” The gravel diaphragms should be maintained to prevent the buildup of sediments and debris which could cause the diaphragms to clog. The proposed permanent pervious access road is intended for light traffic and site maintenance use only. The proposed permanent pervious access road should be inspected during maintenance events for buildup of debris or sediment and to ensure its proper function. The owner will conduct repairs and maintenance on the permanent pervious access road as necessary.

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5.

Pollution Prevention Measures

Montante has prepared a separate Spill Prevention and Response Procedures (SPRP) report that would be used in conjunction with this SWPPP report (see Appendix J). The following section contains the minimum pollution prevention measures to be practiced on this project site during the duration of coverage under the SPDES General Permit for Stormwater Discharges. The project Owner/Operator reserves the right to require additional pollution prevention measures to be observed during the SPDES coverage. Should the Owner prepare a SPRP, the Contractor and applicable Subcontractors shall be responsible for obtaining copies of that document from the Owner. 5.1

SPILL PREVENTION INVENTORY

The materials or substances below are anticipated to be present onsite during construction: 

Paints



Fertilizers



Petroleum-based products (Fuel for Equipment)

To Report a Petroleum or Chemical Spill, please call the DEC 24 Hour Spill Hotline: 800.457.7362 (within New York State). All petroleum spills (other than those which are considered de minimis or meet specific criteria) that occur within New York State (NYS) must be reported to the NYS Spill Hotline within two hours of discovery. 5.2

MATERIAL MANAGEMENT PRACTICES

The following are the material management practices that may be required to reduce the risk of spills or other accidental exposure of hazardous materials and substances to stormwater runoff: 1. Products shall be kept in original containers with the original manufacturer’s label unless they are not re-sealable. 2. Original labels and material safety data sheets shall be retained, as they contain important product information. 3. Store only product quantities necessary to complete the job. 4. Chemicals, fuel, and oil shall be stored in common area at a location the designated by the Owner. All materials stored onsite shall be stored in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure. 5. Substances shall not be mixed with one another unless recommended by the manufacturer. 6. Whenever possible, products shall be used in their entirety before disposing of the container. 7. Whenever possible, manufacturer’s recommendations for proper use and disposal of containers and any remaining contents shall be followed. 8. The site superintendent or designated staff shall perform daily inspections to ensure proper use and disposal of materials onsite.

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5.3

SPILL CONTROL PRACTICES

A SPRP developed by the Owner would contain sections on Spill, Leak Prevention and Response and Emergency Response Program. Emergency Spill Control Kits are to be available at the field office and will also be provided to each work crew working along the project. Much of the spill control program will rely on thoroughly considered material location within a job site, daily inspection, and the care in handling potential contaminants. This will be reinforced with the construction inspectors during training specific to the project. At least one staff per work crew shall have had hazardous material training. This training includes methods and procedures on leak prevention, containment, and removal of hazardous spills. Spill potential will be evaluated at each site used on the project prior to occupancy with special attention to streams and wetlands. Provisions will be made to locate potential contaminants on site so as to minimize movement within and off site should a spill occur. Where large volumes of potential contaminants will be located on site, containment facilities will be constructed. All materials must be properly labeled, including contents and the start date of accumulation. Allowable storage times of containers are determined by the amount of waste generated per month. Adequate supplies of absorbent materials compatible with potential contaminants will be available on site. Site inspections will occur at an appropriate frequency to determine the integrity of storage facilities, containment facilities, the contractors’ adherence to requested handling procedures, and housekeeping. In the event of a leak or spill the following steps would be taken: 1. Personnel would be mobilized to a leak or spill site and contain the spill by constructing a dike or emergency containment structure. Use of absorbent may also be necessary. 2. Contents of a leaking container would be removed and placed in another tank or appropriate holding container(s). 3. Soil showing obvious signs of contamination (from project-related spills only) will be excavated as necessary and as per requirements of the Xerox Site Management Plan. 4. Depending on the type and extent of spill, testing with a photo-ionization meter for additional soil contamination and excavation of any remaining contaminated soils will be performed. 5. If storage of contaminated soil is necessary; the soil shall be placed on an 8-mil plastic liner and covered with an 8-mil plastic liner. 6. The excavated area will be backfilled with clean soil. 7. Major spills will have soil samples taken and sent to a certified laboratory to ensure that all contamination has been removed. 8. Hauling of contaminated soils will be coordinated by Montante/Xerox but will typically be hauled by a standard triaxle (covered) or dump truck (covered) by the Contractor to a landfill authorized to take such material. 9. For contaminated soils identified as hazardous, arrangements will be made by Montante/Xerox and/or Contractor with a licensed hazardous waste hauler to transport the material to a registered landfill.

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The site superintendent or designated staff shall be the cleanup coordinator and responsible for the day-to-day spill prevention. 5.4

PRODUCT SPECIFIC PRACTICES

The following product specific practices shall be followed onsite: 













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5.5

NON-STORMWATER DISCHARGES

Non-stormwater authorized discharges (by GP-0-25-001) containing sediment and other contaminants shall be treated. 5.6

PROTECTION OF STORMWATER OUTFALLS

All stormwater outfalls shall be protected with the appropriate erosion and control devices and installed in accordance with the New York Stormwater Management Design Manual. Specific consideration shall be taken to outfalls located downstream of construction material and chemical storage areas. 5.7

POST CONSTRUCTION CLEAN-UP

The site shall be cleaned of construction debris. Sediment barriers and other temporary erosion control practices shall be removed when soils are stabilized.

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6.

Maintenance & Inspection Procedures

6.1

INSPECTION AND MAINTENANCE PRACTICES

The Contractor shall conduct daily visual inspections of the erosion and sediment control practices and ensure that they meet the following requirements: 

The Contractor shall perform visual inspections to verify that all practices are adequately operational, maintained properly and that sediment is removed from all control structures.



Visual inspections are to look for evidence of the soil erosion on the site, potential of pollutants entering drainage systems resulting from project construction activities, problems at discharge points (such as turbidity in receiving water) resulting from project construction activities, and signs of soil and mud transport from the site to the public road at the entrance resulting from construction traffic to and from the project site.



Deficiencies identified through the visual inspections are to be addressed, repaired, or replaced as needed to restore to functioning condition. Maintenance issues are to be satisfactorily addressed in a timely manner. Routine maintenance will be performed as per the recommendations of the New York State Standards and Specifications for Erosion and Sediment Control.

The Owner will be responsible for hiring and/or obtaining the services of qualified personnel to conduct the SWPPP inspections. The inspections of the erosion and sediment control practices will meet the following requirements: 

Inspection forms shall be prepared to identify the type, number and frequency of maintenance actions required for stormwater management and erosion control during construction.



Inspection and maintenance reports shall be generated once a week if less than five acres are disturbed. If greater than five acres are disturbed (per approved five-acre waiver, if acquired) a report shall be prepared twice per week, separated by two calendar days.



All inspections shall verify that all practices are adequately operational, maintained properly and that sediment is removed from all control structures.



All inspections shall look for evidence of the soil erosion on the site, potential of pollutants entering drainage systems, problems at discharge points (such as turbidity in receiving water), and signs of soil and mud transport from the site to the public road at the entrance as a result of project construction activities.



All maintenance issues shall be brought to the attention of the project Contractor and satisfactorily addressed in a timely manner. Routine maintenance will be performed as per the recommendations of the New York State Standards and Specifications for Erosion and Sediment Control.



Prior to the start of construction, the Owner must obtain the services of a qualified SWPPP inspector (as defined by the SPDES General Permit). The Inspector shall be responsible for conducting the maintenance inspections and reports during construction and post-construction.

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

The Owner/Operator shall be responsible to make sure that the implementing and maintaining all erosion and sediment control during construction and post-construction are being addressed by the appropriate Contractor or Subcontractor.



A copy of the inspection reports and the SWPPP shall be maintained on-site during the duration of the project, until the Electronic Notice of Termination has been filed. The SWPPP document, NYSDEC acknowledgment letter, and completed SWPPP inspection reports will be maintained by Montante for a period of no less than five years from the date the NYSDEC receives the completed eNOT for the project.



All control measures shall be inspected at least once each week (twice a week, separated by two days, when prior approval of disturbance has been granted and is greater than five acres) or unless otherwise specified by the permit coverage authorization letter.



All measures shall be maintained in good working order. If a repair is necessary, it shall be initiated within 24 hours of the report finalization (24 hours after the inspection) and completed within a reasonable time thereafter, generally 24 hours, but no longer than seven days.



Built-up sediment shall be removed from sediment barriers, sediment basins, sediment traps and applicable BMPs, when it has reached 50% of the capacity of a practice.



Filter sock shall be inspected for depth of sediment, tears, and to ensure anchoring posts are secure in the ground.



Temporary and permanent seeding and planting shall be inspected for bare spots, washouts, and healthy growth.



A SWPPP inspection and maintenance report shall be made after each inspection. A copy of the report form (suggested format including required inspection components) to be used and completed by the Qualified Inspector is attached as Appendix L. Inspection Reports shall be copied to the Contractor and Owner and shall be filed on site until final stabilization has been achieved and the project completed. The completed inspection reports will be placed with the full SWPPP Report on-site in a reasonably accessible location for compliance personnel, Owner, Contractor and Staff review.

6.2

SWPPP MODIFICATIONS

To be authorized to implement modifications to the information previously submitted in the eNOI, the Owner/Operator must: 

Notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and



Update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and



Receive an updated acknowledgement letter.

Appendix N contains a form to be submitted for required modifications to the SWPPP. Modifications to the eNOI must include: 

The revised area of disturbance and/or impervious area(s); and



The revised post-construction Stormwater Management Practice (SMP) information, if applicable; and

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

A narrative description of what has changed; and



The new Owner/Operator Permit ID for the portion of the project removed from the eNOI.

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7.

Conclusions

Based on the preceding information, the following conclusions can be drawn with regards to the proposed construction project: 7.1

EROSION & SEDIMENT CONTROL

The proposed permanent and temporary devices, if properly installed, should mitigate the effects of erosion to the lands and sedimentation of the surrounding waterways and properties. Any questions or comments regarding this report should be directed to Tom Robitaille (Haley & Aldrich of New York) at 585.321.4225.

https://haleyaldrich.sharepoint.com/sites/TMMontanteSolarDevelopmentLLC/Shared Documents/0205399.Montante Xerox Webster Solar/Deliverables/Stormwater/Montante Xerox SWPPP_D_20251009.docx

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APPENDIX A SPDES General Permit (GP-0-25-001)

PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (NPDES) permit or by a state permit program. New York State administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A.

NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES

Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements ...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001.................... 18 G. Change of Owner or Operator.......................................................................... 19 Part II. Water Quality-Based Effluent Limitations ..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP) ......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements................................................... 38 Part V. How to Terminate CGP Coverage.................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting.................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information.............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53

N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms............................................................................... 54 APPENDIX A – Abbreviations and Definitions.......................................................... 55 Abbreviations............................................................................................................. 55 Definitions.................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form ........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form.................................................................. 89 APPENDIX J – Owner/Operator Certification Form .................................................. 91

Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC.

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Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological buffer area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant: i. 1-5 acres of disturbance - 20 feet; or ii. 5-20 acres of disturbance - 50 feet; or 6

Part I.A.4.a.iii. iii. 20+ acres of disturbance - 100 feet. b. NYSDEC consultation form sent to OPRHP, 1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or ii. documentation from OPRHP that the construction activity will result in No Impact; or iii. documentation from OPRHP providing a determination of No Adverse Impact; or iv. a Letter of Resolution signed by the owner or operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed.

1

7

Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope.

8

Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges listed in 6 NYCRR 750-1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations

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Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of nonstormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10

Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11

Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12

Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form. 2 b. The owner or operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date.

2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must

be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505.

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Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14

Part I.E.3.g. g. the eNOI; and h. the LOA; and i.

the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable).

4. The owner or operator must maintain at the construction site, until Part I.E.2.a. and b. have been met, as of the date the documents become final or are received, a copy of the: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15

Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16

Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 8. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). 3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10. The eNOI, SWPPP, LOA, updated LOAs (when applicable), and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense.

3 The Regional Water Manager where a DEC Region does not have a RWE.

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Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form, 4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires.

4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must

be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505.

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Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19

Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of the following water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this permit, it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20

Part II.B. degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement, and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21

Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and viii. Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and ix. Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Select, design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and ii. Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation 22

Part II.B.1.d.ii. and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use); and iii. Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Surface Outlets. When discharging from basins and impoundments, the surface outlets must be designed, constructed, and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-Construction Stormwater Management Practice (SMP) Requirements 1. The owner or operator of a construction activity that requires postconstruction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity, that requires SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23

Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge.

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Part II.C.2.a.iii. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24-hour design storm over the post-developed watershed and must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include 25

Part II.C.2.b.i.2. documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26

Part II.C.2.b.iv. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 1. Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or

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Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project.

Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28

Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i)

increasing temperature; and

(ii)

increasing precipitation; and

(iii)

increasing variability in precipitation, including chance of drought; and

(iv)

increasing frequency and severity of flooding; and

(v)

rising sea level; and

(vi)

increasing storm surge; and

(vii)

shifting ecology.

ii. for each of the following: (i)

overall site planning; and

(ii)

location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s).

3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29

Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification must be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. 7. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion and sediment control practices included in the SWPPP and the 30

Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator must attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities.

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Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component - The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization,

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Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any 33

Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; and x. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met:

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Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and

35

Part III.B.2.e.iii. iii. A Stormwater Modeling and Analysis Report that includes: (i)

Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; and

(ii)

Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and

(iii)

Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre- and post-development runoff rates and volumes for the different storm events; and

(iv)

Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and

(v)

Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and

(vi)

Identification of any elements of the design that are not in conformance with the performance criteria in the DM. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the DM.

iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36

Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards - The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type Owners or operators of construction activities, identified in Table 1 of Appendix B, are required to prepare a SWPPP that only includes erosion and sediment control practices designed in accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). Part IV. Inspection and Maintenance Requirements A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures), and all SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37

Part IV.B.1. implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: a. the construction of a single-family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than or equal to five (5) acres and is 38

Part IV.C.1.a. not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and c. construction on agricultural property that involves soil disturbances of one (1) or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39

Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site.

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Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and e. A description of the condition of the runoff at all points of discharge from the construction site. This must include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; and f. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; and i.

Description and sketch (map) of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; and

j.

Estimates, in square feet or acres, of the following areas:

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Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and l.

Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the SMP(s); and

m. Identification and status of all corrective actions that were required by previous inspection; and n. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector must also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector must attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design:

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Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43

Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44

Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-ofway(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record; or d. for SMP(s) that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility, the owner or operator has policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form. 5 a. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted.

5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must

be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505.

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Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E.

Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46

Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements Any person who knowingly makes any false material statement, representation, or certification in any application, record, report, or other document filed or required to be maintained under this permit, including monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47

Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48

Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE, 6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective.

6 The Regional Water Manager where a DEC Region does not have a RWE.

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Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i)

a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation; or

(ii)

the manager of one or more manufacturing, production or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures.

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Part VII.J.1.c. c. For a municipality, State, Federal, or other public agency. By either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: 1.

the chief executive officer of the agency; or

2.

a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA).

2. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and c. The written authorization is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who 51

Part VII.J.4. manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52

Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey any property rights in either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53

Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms.

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55

Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre- to Post-Development Conditions – the post-development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “common plan” of development or sale is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56

Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to:  Re-grading of gravel roads or parking lots; and  Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and  Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and  Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and  Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch); and  Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and  Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material; and  Long-term use of equipment storage areas at or near highway maintenance facilities; and  Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment; and  Existing use of Canal Corp owned upland disposal sites for the canal, and  Replacement of curbs, gutters, sidewalks and guide rail posts; and  Maintenance of ski trails including brush hog use and mowing; and  Above ground snowmaking pipe replacement; and  Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57

Appendix A 1.

owned or operated by a State, city, town, village, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA, that discharges to surface waters of the State; and

2.

designed or used for collecting or conveying stormwater; and

3.

which is not a combined sewer system; and

4.

which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2.

Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. Nonpoint Source(s) – any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – the person, persons, or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit requirements.

59

Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.7., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq.

63

64

Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not alter hydrology from pre- to post-development conditions • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre- to post-development conditions • Demolition where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre- to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre- to post-development conditions. • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre- to post-development conditions, and are not listed in Table 2.

1. If the site is redeveloped in the future, a new eNOI must be submitted.

65

Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • • • • • •

• • • • • • • • • • •

• • • • • • •

Single-family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D Single-family home that disturbs five (5) or more acres of land Single-family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D Single-family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out Single-family residential subdivisions that involve soil disturbances of between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC with greater than 25% impervious cover at total site build-out Single-family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single-family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a common plan of development or sale that will ultimately disturb five (5) or more acres of land Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC Airports Amusement parks Breweries, cideries, and wineries, including establishments constructed on agricultural land Campgrounds Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre- to post-development conditions Commercial developments Churches and other places of worship Construction of a barn or other agricultural building (e.g. silo) that involves soil disturbance greater than five acres. Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages Institutional development; includes hospitals, prisons, schools and colleges Industrial facilities; includes industrial parks Landfills; including creation of landfills or capping landfills. Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks Golf courses Office complexes

66

Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • • • • • • • • • • •

• • • • • • • •

Permanent laydown yards and equipment storage lots Playgrounds that include the construction or reconstruction of impervious area Sports complexes Racetracks; includes racetracks with earthen (dirt) surfaces Road construction or reconstruction, outside the municipal boundaries of NYC Road construction within the municipal boundaries of NYC Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre- to post-development conditions Athletic fields with artificial turf Permanent access roads, parking areas, substations, compressor stations, and well drilling pads, surfaced with impervious cover, and constructed as part of an overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM Solar array field areas on slopes less than 8% that will alter the hydrology from pre- to postdevelopment conditions Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) Utility pads surfaced with impervious cover, including electric vehicle charging stations All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre- to post-development conditions, and are not listed in Table 1

67

Appendix C

68

Appendix C Figure 1 - New York City Watershed East of the Hudson

69

Appendix C Figure 2 - Onondaga Lake Watershed

70

Appendix C Figure 3 - Greenwood Lake Watershed

71

Appendix C Figure 4 - Oscawana Lake Watershed

72

Appendix C Figure 5 - Kinderhook Lake Watershed

73

Waterbody Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Lawsons Lake (1301-0235) Amity Lake, Saunders Pond (0403-0054) Andover Pond (0403-0056) Reservoir No.1/Lake Isle (1702-0075) Van Cortlandt Lake (1702-0008) Blueberry, Laurel Lakes (1404-0033) Fly Pond, Deer Lake (1404-0038) Minor Tribs to Lower Susquehanna (0603-0044) Whitney Point Lake/Reservoir (0602-0004) Allegheny River/Reservoir (0201-0023) Beaver Lake/Alma Pond (0201-0073) Case Lake (0201-0020) Linlyco/Club Pond (0201-0035) Duck Lake (0704-0025) Owasco Inlet, Upper, and tribs (0706-0014) Chadakoin River and tribs (0202-0018) Hulburt/Clymer Pond (0202-0079) Middle Cassadaga Lake (0202-0002) Great Chazy River, Lower, Main Stem (1002-0001) Robinson Pond (1308-0003) Dean Pond (0602-0077) Fallkill Creek (1301-0087) Hillside Lake (1304-0001) Wappingers Lake (1305-0001) Wappingers Lake (1305-0001) Beeman Creek and tribs (0102-0030) Delaware Park Pond (0101-0026) Ellicott Creek, Lower, and tribs (0102-0018) Ellicott Creek, Lower, and tribs (0102-0018) Green Lake (0101-0038) Little Sister Creek, Lower, and tribs (0104-0045) Murder Creek, Lower, and tribs (0102-0031)

Pollutant Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Nutrients Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus

Erie Erie Erie Erie Erie Erie Genesee Genesee Genesee Genesee Genesee Genesee Genesee Genesee Genessee Greene Greene Herkimer Herkimer Kings Kings Lewis Livingston Livingston Livingston Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe

Rush Creek and tribs (0104-0018) Scajaquada Creek, Lower, and tribs (0101-0023) Scajaquada Creek, Middle, and tribs (0101-0033) Scajaquada Creek, Upper, and tribs (0101-0034) South Branch Smoke Cr, Lower, and tribs (0101-0036) South Branch Smoke Cr, Lower, and tribs (0101-0036) Bigelow Creek and tribs (0402-0016) Black Creek, Middle, and minor tribs (0402 0028) Black Creek, Upper, and minor tribs (0402-0048) Bowen Brook and tribs (0102-0036) LeRoy Reservoir (0402-0003) Mill Pond (0402-0050) Oak Orchard Cr, Upper, and tribs (0301-0014) Oatka Creek, Middle, and minor tribs (0402-0031) Tonawanda Cr, Middle, Main Stem (0102-0002) Schoharie Reservoir (1202-0012) Sleepy Hollow Lake (1301-0059) Steele Creek tribs (1201-0197) Steele Creek tribs (1201-0197) Hendrix Creek (1701-0006) 18 Prospect Park Lake (1701-0196) Mill Creek/South Branch, and tribs (0801-0200) Christie Creek and tribs (0402-0060) Conesus Lake (0402-0004) Mill Creek and minor tribs (0404-0011) Black Creek, Lower, and minor tribs (0402-0033) Buck Pond (0301-0017) Cranberry Pond (0301-0016) Durand, Eastman Lakes (0302-0037) Lake Ontario Shoreline, Western (0301-0069) 9 Long Pond (0301-0015) Mill Creek and tribs (0302-0025) Mill Creek/Blue Pond Outlet and tribs (0402-0049) Minor Tribs to Irondequoit Bay (0302-0038) Rochester Embayment - East (0302-0002) [9] Rochester Embayment - West (0301-0068) 9 Shipbuilders Creek and tribs (0302-0026) Thomas Creek/White Brook and tribs (0302-0023)

75

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Silt/Sediment Phosphorus Silt/Sediment Nitrogen Phosphorus Nutrients Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus 2 Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus 2 Phosphorus

Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau

Nassau Nassau Nassau Nassau Nassau Nassau Nassau New York New York Niagara Niagara Niagara Niagara Oneida

Bannister Creek/Bay (1701-0380) Beaver Lake (1702-0152) Browswere Bay (1701-0383) Camaans Pond (1701-0052) East Meadow Brook, Upper, and tribs (1701-0211) East Rockaway Channel (1701-0381) Glen Cove Creek, Lower, and tribs (1702-0146) Grant Park Pond (1701-0054) Hempstead Bay, Broad Channel (1701-0032) Hempstead Lake (1701-0015) Hewlett Bay (1701-0382) Hog Island Channel (1701-0220) Massapequa Creek, Upper, and tribs (1701-0174) Milburn/Parsonage Creeks, Upp, and tribs (17010212) Reynolds Channel, East (1701-0215) [12] Reynolds Channel, West (1701-0216) 12 Tidal Tribs to Hempstead Bay (1701-0218) Tribs (fresh) to East Bay (1701-0204) Tribs (fresh) to East Bay (1701-0204) Tribs to Smith Pond/Halls Pond (1701-0221) Woodmere Channel (1701-0219) Harlem Meer (1702-0103) The Lake in Central Park (1702-0105) Bergholtz Creek and tribs (0101-0004) Hyde Park Lake (0101-0030) Lake Ontario Shoreline, Western (0301-0053) 9 Lake Ontario Shoreline, Western (0301-0072) 9 Ballou, Nail Creeks (1201-0203)

Onondaga

Ley Creek and tribs (0702-0001) 10

Onondaga

Minor Tribs to Onondaga Lake (0702-0022) 10

Onondaga

Minor Tribs to Onondaga Lake (0702-0022) 10

Onondaga

Onondaga Creek, Lower (0702-0023) 10

Onondaga Onondaga Onondaga Ontario Ontario

Onondaga Creek, Lower, and tribs (0702-0023) Onondaga Creek, Middle, and tribs (0702-0004) Onondaga Creek, Upper, and tribs (0702-0024) Great Brook and minor tribs (0704-0034) Great Brook and minor tribs (0704-0034)

Nassau

76

Nitrogen Phosphorus Nitrogen Phosphorus Silt/Sediment Nitrogen Silt/Sediment Phosphorus Nitrogen Phosphorus Nitrogen Nitrogen Phosphorus Phosphorus Nitrogen Nitrogen Nitrogen Silt/Sediment Phosphorus Phosphorus Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Nutrients (phosphorus) Nutrients (phosphorus) Nitrogen (NH3, NO2) Nutrients (phosphorus) Turbidity Turbidity Turbidity Phosphorus 2 Silt/Sediment

Ontario Ontario Orange Orange Orange Orange Orange Orange Orange Orange Orleans Orleans Orleans

Hemlock Lake Outlet and minor tribs (0402-0013) Honeoye Lake (0402-0032) Brown Pond Reservoir (1303-0013) Lake Washington (1303-0012) Minor Tribs to Middle Wallkill (1306-0061) Monhagen Brook and tribs (1306-0074) Orange Lake (1301-0008) [16] Quaker Creek and tribs (1306-0025) Wallkill River, Middle, Main Stem (1306-0038) Wallkill River, Upper, and Minor tribs (1306-0017) Glenvwood Lake (0301-0041) Lake Ontario Shoreline, Western (0301-0070) 9 Lake Ontario Shoreline, Western (0301-0071) 9

Oswego

Lake Neatahwanta (0701-0018)

Oswego Putnam Putnam Queens

Pleasant Lake (0703-0047) Lost Lake, Putnam Lake (1302-0053) Minor Tribs to Croton Falls Reservoir (1302-0001) Bergen Basin (1701-0009) 18 Jamaica Bay, Eastern, and tribs, Queens (17010005) 18 Kissena Lake (1702-0258) Meadow Lake (1702-0030) Shellbank Basin (1701-0001) 18 Willow Lake (1702-0031) Nassau Lake (1310-0001) Snyders Lake (1301-0043) Grassmere Lake/Bradys Pond (1701-0357) Congers Lake, Swartout Lake (1501-0019) Rockland Lake (1501-0021) Ballston Lake (1101-0036) Dwaas Kill and tribs (1101-0007) Dwaas Kill and tribs (1101-0007) Lake Lonely (1101-0034) Round Lake (1101-0060) Tribs to Lake Lonely (1101-0001) Collins Lake (1201-0077) Duane Lake (1311-0006) Mariaville Lake (1201-0113) Cayuta Lake (0603-0005)

Queens Queens Queens Queens Queens Rensselaer Rensselaer Richmond Rockland Rockland Saratoga Saratoga Saratoga Saratoga Saratoga Saratoga Schenectady Schenectady Schenectady Lake Schuyler

77

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Nutrients (phosphorus) Phosphorus Phosphorus Phosphorus Nitrogen Nitrogen Phosphorus Phosphorus Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus

Seneca St.Lawrence St.Lawrence Steuben Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Sullivan Sullivan Sullivan Sullivan Sullivan Tompkins Tompkins Ulster Ulster Ulster Ulster Ulster Warren Warren Warren Warren Warren Warren

Reeder Creek and tribs (0705-0074) Black Lake Outlet, Black Lake (0906-0001) Fish Creek and minor tribs (0906-0026) Smith Pond (0502-0012) Agawam Lake (1701-0117) Big/Little Fresh Ponds (1701-0125) Canaan Lake (1701-0018) Canaan Lake (1701-0018) Fresh Pond (1701-0241) Great South Bay, East (1701-0039) Great South Bay, Middle (1701-0040) Great South Bay, West (1701-0173) Lake Ronkonkoma (1701-0020) Mattituck/Marratooka Pond (1701-0129) Mill and Seven Ponds (1701-0113) Millers Pond (1702-0013) Moriches Bay, East (1701-0305) Moriches Bay, West (1701-0038) Quantuck Bay (1701-0042) Shinnecock Bay and Inlet (1701-0033) Tidal Tribs to West Moriches Bay (1701-0312) Bodine, Mongomery Lakes (1401-0091) Davies Lake (1402-0047) Evens Lake (1402-0004) Pleasure Lake (1402-0055) Swan Lake (1401-0063) Cayuga Lake, Southern End (0705-0040) Cayuga Lake, Southern End (0705-0040) Ashokan Reservoir (1307-0004) Esopus Creek, Lower, Main Stem (1307-0010) [17] Esopus Creek, Middle, Main Stem (1307-0003) 17 Esopus Creek, Upper, and minor tribs (1307-0007)[3] Wallkill River, Lower, Main Stem (1306-0027) Hague Brook and tribs (1006-0006) Huddle/Finkle Brooks and tribs (1006-0003) Indian Brook and tribs (1006-0002) Lake George (1006-0016) and tribs Tribs to Lake George, East Shore (1006-0020) Tribs to Lake George, Lk.George Village (1006-0008)

78

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Nitrogen Nitrogen Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Nitrogen Nitrogen Nitrogen Nitrogen Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Silt/Sediment Turbidity Turbidity Silt/Sediment Phosphorus Silt/Sediment Silt/Sediment Silt/Sediment Silt/Sediment Silt/Sediment Silt/Sediment

Washington Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester

Wood Cr/Champlain Canal and tribs (1005-0036) Lake Katonah (1302-0136) Lake Lincolndale (1302-0089) Lake Meahagh (1301-0053) Lake Mohegan (1301-0149) Lake Shenorock (1302-0083) Mamaroneck River, Lower (1702-0071) Mamaroneck River, Upp, & minor tribs (1702-0123) Saw Mill River (1301-0007) Saw Mill River, Middle, and tribs (1301-0100) Sheldrake River (1702-0069) Sheldrake River (1702-0069) Silver Lake (1702-0040) Teatown Lake (1302-0150) Truesdale Lake (1302-0054) Wallace Pond (1301-0140)

79

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Silt/Sediment Phosphorus Phosphorus Phosphorus Silt/Sedimnt Phosphorus Phosphorus Phosphorus Phosphorus

Region

COVERING THE

FOLLOWING COUNTIES:

DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS

DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM

1

NASSAU AND SUFFOLK

50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365

50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405

2

BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND

1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997

1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933

3

DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER

21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059

220 WHITE PLAINS ROAD, SUITE 110 TEL. (914) 428 - 2505

4

ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE

1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069

1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045

5

CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON

1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234

232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200

6

HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE

STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245

STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554

7

BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS

5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7438

5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7500

8

CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES

6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466

6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466

9

ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING

700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7165

700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7070

80

81

APPENDIX B Notice of Intent MS4 Signature Forms NYSDEC Acknowledgement Letter

MS4 SWPPP Acceptance Form for construction activities seeking authorization under the

SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. Telephone Number:

Page 1 of 2

MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information

1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their

duly authorized representative in accordance with CGP Part VII.J.2.

(NYSDEC - MS4 SWPPP Acceptance Form - January 2025)

Page 2 of 2

APPENDIX C Owner/Operator Certification Form SWPPP Preparer Certification Form

Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically.

Webster Solar Garden LLC

Project/Site Name: ________________________________________________________

HQF-NZHZ-QM45N

eNOI Submission ID: _________________________________________________

eNOI Submitted by:

Owner/Operator

✔ SWPPP Preparer

Other

Owner/Operator First Name

MI

Owner/Operator Last Name

___________________________________________________________ Signature ________________________________ Date Revised: January 2025

SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.)

Project/Site Name:

Webster Solar Garden LLC

eNOI Submission ID:

HQF-NZHZ-QM45N

Owner/Operator Name:

TM Montante Solar Development

SWPPP Preparer First Name

Signature

MI

SWPPP Preparer Last Name

Date

APPENDIX D Contractor’s Certification

CONTRACTOR AND SUBCONTRACTOR CERTIFICATION STATEMENT

for the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) Permit for Stormwater Discharges from Construction Activity (GP-0-25-001) As per Part III.A.7. on page 30 of GP-0-25-001 (Effective Date: January 29, 2025): ‘Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion and sediment control practices included in the SWPPP and the contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed.’ The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations.

Signature of Responsible Corporate Officer

Date

Name (Printed)

Name of Company

Title

Address

Telephone of Company

City, State and Zip

Identify the specific elements of the SWPPP the contractor or subcontractor is responsible for:

Trained Contractor for the certified contractor or subcontractor:

Name of Trained Employee

NYSDEC Endorsed 4-Hour Training #

*A copy of this signed contractor certification statement must be maintained at the SWPPP on site*

CONTRACTOR AND SUBCONTRACTOR CERTIFICATION STATEMENT

for the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) Permit for Stormwater Discharges from Construction Activity (GP-0-25-001)

*A copy of this signed contractor certification statement must be maintained at the SWPPP on site*

APPENDIX E Project Locus

77°30'0"W

77°28'0"W

77°26'0"W

77°24'0"W

77°22'0"W

77°20'0"W

43°18'0"N

GI SFI LEPATH:\\ha leya ldr ich. co m \sha r e\CF\Pr o ject s\0205399\Glo b a l\GI S\M a ps\202503\0205399_ 000_ 0001_ PRO JECT_ LO CATO I N. m xd ― U SER:klo dge ― LASTSAVED:3/ 18/ 20259: 35: 27AM

43°16'0"N

TOWN OF WEBSTER

TOWN OF ONTARIO

PROJECT AREA

43°14'0"N

VILLAGE OF WEBSTER 43°12'0"N

TOWN OF WALWORTH TOWN OF PENFIELD 43°10'0"N

TM M O NTANTESO LARDEVELO PM ENTLLC PRO PO SEDSO LARPRO J ECT-139CARACASDRI VE TO WNO FWEBSTER M O NRO ECO U NTY,NEW YO RK

0

1 SCALEI NM I LES

2

M APSO U RCE:ESRI SI TECO O RDI NATES:43°13' 55" N,77°24' 15" W

PRO JECTLO CATO IN APPRO XM I ATESCALE:1I N=2M I M ARCH2025

FI GU RE1

APPENDIX F Soils Mapping

LEGEND

STUDY AREA

STUDY AREA SOILS

Bc B-Benso n c ha nner y ola m ,0 o t 8per c ent solpes El A-El no a r ola m y fine sa nd ,0 o t 2per c ent solpes

GI SFI LEPATH:\ \ ha l eya d lr ic h. co m \ sha r e\ CF\ Pr o jec t s\ 0205399\ Gl obal \ GI S\ Ma ps\ 202410\ 0205399_002_0002_TO PO GRAPHY _SO I LS_D3. m xd ― USER:kl o d ge ― LASTSAVED:10/ 31/ 20248: 56: 45AM

Ga A-Ga l en ver y fine sa nd y o la m ,0 o t 2per c ent solpes

Ga B-Ga l en ver y fine sa nd y ola m ,2 o t 6per c ent solpes

Mn

Mn -Mino a ver y fine sa nd y o la m

PhB-Phel psgr a vel l y fine sa nd y o la m ,3 o t8 per c entsolpes

GaA GaB Mn

WfA-Wa ssa ic fine sa nd y o la m ,0 o t 4per c ent solpes

WfA

BcB

NOTES 1. ALLLO CATO I NSANDDI MENSO I NSAREAPPRO X I MATE. 2.BASEMAPSO URCE:USGS( NATO I NALMAP) 3.SO I LSDATASO URCE:USDA,NRCSWEBSO I LSURVEY

PhB Mn

ElA

ElA

0

300

600

SCALEI NFEET

TM MO NTANTESO LARDEVELO PMENTLLC X ERO X LANDFI LLSO LARPRO JECT TO WNO FWEBSTER MO NRO ECO UNTY ,NEW Y O RK

TO PO GRAPHY ANDSO I LS SCALE:ASSHO WN O CTO BER2024

FI GURE2

APPENDIX G Agency Consultation Letters

2/12/25, 11:53 AM

Environmental Resource Mapper

NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Fish and Wildlife, New York Heritage Program 625 Broadway, Fifth Floor, Albany, NY 12233-4757 Phone: (518) 402-8935 | Fax: (518) 402-8925 www.dec.ny.gov 02/12/2025 The attached report from the Environmental Resource Mapper includes information from the New York Natural Heritage Program database with respect to the location indicated on the map below. This letter, together with the attached report from the Environmental Resource Mapper, is equivalent to, and carries the same validity, as a letter from the New York Natural Heritage Program, including for projects where a Natural Heritage letter is required. If your location of interest does not fall within an area covered by the Rare Plants and Rare Animals layer or in the Significant Natural Communities layer, then New York Natural Heritage has no records to report in the vicinity of your project site. Submitting a project screening request to NY Natural Heritage is not necessary. If the attached report lists that your location of interest is in the vicinity of state-listed animals, including state-listed bats, please consult the EAF Mapper to obtain a list of the species involved. (You do not have to be filling out an Environmental Assessment Form in order to use the EAF Mapper). Then consult the appropriate NYSDEC Regional Office for information on any project requirements or permit conditions. If the attached report lists unlisted animals, rare plants, or significant natural communities, and if you would like more information on these, please submit a project screening request to New York Natural Heritage. For more information, please see the DEC webpage Request Natural Heritage Information for Project Screening. The absence of data does not necessarily mean that rare or state-listed species, significant natural communities, or other significant habitats do not exist on or adjacent to the proposed site. Rather, NYNHP files currently do not contain information that indicates their presence. For most sites, comprehensive field surveys have not been conducted. NYNHP cannot provide a definitive statement on the presence or absence of all rare or state-listed species or significant natural communities. Depending on the nature of the project and the conditions at the project site, further information from on-site surveys or other resources may be required to fully assess impacts on biological resources from a proposed project. This response applies only to known occurrences of rare or state-listed animals and plants, significant natural communities, and other significant habitats maintained in the NYNHP database.

New York Natural Heritage Program https://www.nynhp.org/.

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2/12/25, 11:53 AM

Environmental Resource Mapper

Environmental Resource Mapper

The coordinates of the point you clicked on are: UTM 18

Easting:

304183.6462211731

Northing:

4789473.805238301

Longitude/Latitude

Longitude:

-77.41148438140047

Latitude:

43.232655407337695

The approximate address of the point you clicked on is: 139 Caracas Dr, Webster, New York, 14580 County: Monroe Town: Webster USGS Quad: WEBSTER If your project or action is within or near an area with a rare animal, a permit may be required if the species is listed as endangered or threatened and the department determines the action may be harmful to the species or its habitat. If your project or action is within or near an area with rare plants and/or significant natural communities, the environmental impacts may need to be addressed. The presence of a unique geological feature or landform near a project, unto itself, does not trigger a requirement for a NYS DEC permit. Readers are advised, however, that there is the chance that a unique feature may also show in another data layer (ie. a wetland) and thus be subject to permit jurisdiction. Please refer to the "Need a Permit?" tab for permit information or other authorizations regarding these natural resources. Disclaimer: If you are considering a project or action in, or near, a wetland or a stream, a NYS DEC permit may be required. The Environmental Resources Mapper does not show all natural resources which are regulated by NYS DEC, and for which permits from NYS DEC are required. For example, Regulated Tidal Wetlands, and Wild, Scenic, and Recreational Rivers, are currently not included on the maps. 2/3

2/12/25, 11:53 AM

Environmental Resource Mapper

Print Preview

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United States Department of the Interior FISH AND WILDLIFE SERVICE New York Ecological Services Field Office 3817 Luker Road Cortland, NY 13045-9385 Phone: (607) 753-9334 Fax: (607) 753-9699 Email Address: fw5es_nyfo@fws.gov

02/12/2025 17:24:27 UTC

02/12/2025 17:24:27 UTC

(c)). For projects other than major construction activities, the Service suggests that a biological evaluation similar to a Biological Assessment be prepared to determine whether the project may affect listed or proposed species and/or designated or proposed critical habitat. Recommended contents of a Biological Assessment are described at 50 CFR 402.12. If a Federal agency determines, based on the Biological Assessment or biological evaluation, that listed species and/or designated critical habitat may be affected by the proposed project, the agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Service recommends that candidate species, proposed species and proposed critical habitat be addressed within the consultation. More information on the regulations and procedures for section 7 consultation, including the role of permit or license applicants, can be found in the "Endangered Species Consultation Handbook" at: https://www.fws.gov/sites/default/files/documents/endangered-species-consultationhandbook.pdf Migratory Birds: In addition to responsibilities to protect threatened and endangered species under the Endangered Species Act (ESA), there are additional responsibilities under the Migratory Bird Treaty Act (MBTA) and the Bald and Golden Eagle Protection Act (BGEPA) to protect native birds from project-related impacts. Any activity, intentional or unintentional, resulting in take of migratory birds, including eagles, is prohibited unless otherwise permitted by the U.S. Fish and Wildlife Service (50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)). For more information regarding these Acts see https://www.fws.gov/program/migratory-bird-permit/whatwe-do. The MBTA has no provision for allowing take of migratory birds that may be unintentionally killed or injured by otherwise lawful activities. It is the responsibility of the project proponent to comply with these Acts by identifying potential impacts to migratory birds and eagles within applicable NEPA documents (when there is a federal nexus) or a Bird/Eagle Conservation Plan (when there is no federal nexus). Proponents should implement conservation measures to avoid or minimize the production of project-related stressors or minimize the exposure of birds and their resources to the project-related stressors. For more information on avian stressors and recommended conservation measures see https://www.fws.gov/library/collections/threats-birds. In addition to MBTA and BGEPA, Executive Order 13186: Responsibilities of Federal Agencies to Protect Migratory Birds, obligates all Federal agencies that engage in or authorize activities that might affect migratory birds, to minimize those effects and encourage conservation measures that will improve bird populations. Executive Order 13186 provides for the protection of both migratory birds and migratory bird habitat. For information regarding the implementation of Executive Order 13186, please visit https://www.fws.gov/partner/council-conservationmigratory-birds. We appreciate your concern for threatened and endangered species. The Service encourages Federal agencies to include conservation of threatened and endangered species into their project planning to further the purposes of the Act. Please include the Consultation Code in the header of this letter with any request for consultation or correspondence about your project that you submit to our office.

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Attachment(s): ▪ Official Species List

OFFICIAL SPECIES LIST This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: New York Ecological Services Field Office 3817 Luker Road Cortland, NY 13045-9385 (607) 753-9334

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02/12/2025 17:24:27 UTC

ENDANGERED SPECIES ACT SPECIES There is a total of 1 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheries1, as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. 1. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce.

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INSECTS NAME

STATUS

Monarch Butterfly Danaus plexippus

Proposed Threatened

There is proposed critical habitat for this species. Your location does not overlap the critical habitat. Species profile: https://ecos.fws.gov/ecp/species/9743

CRITICAL HABITATS THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S JURISDICTION. YOU ARE STILL REQUIRED TO DETERMINE IF YOUR PROJECT(S) MAY HAVE EFFECTS ON ALL ABOVE LISTED SPECIES.

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KATHY HOCHUL

RANDY SIMONS

Governor

Commissioner Pro Tempore

March 19, 2025 Kim Lodge Technical Specialist H & A of New York Engineering and Geology, LLP 260 E Main Street Suite 2100 Rochester, NY 14604 Re: USACE Proposed Solar Project – 139 Caracas Drive 139 Caracas Dr, Webster, NY 14580 25PR01301 Dear Kim Lodge: Thank you for requesting the comments of the State Historic Preservation Office (SHPO). We have reviewed the project in accordance with Section 106 of the National Historic Preservation Act of 1966. These comments are those of the SHPO and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Based upon this review, it is the opinion of the New York SHPO that no historic properties, including archaeological and/or historic resources, will be affected by this undertaking. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. If you have any questions, please contact Sara Evenson at the following email address: Sara.Evenson@parks.ny.gov Sincerely,

R. Daniel Mackay Deputy State Historic Preservation Officer Division for Historic Preservation

New York State Office of Parks, Recreation and Historic Preservation

Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo

APPENDIX H Erosion and Sediment Control Plan Drawings

WORK IN PROGRESS - V.1

MONTANTE XEROX SOLAR DEVELOPMENT

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC

139 CARACAS DRIVE WEBSTER, NY

2760 KENMORE AVE #101 TONAWANDA, NY14150

SITE LOCATION

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

SITE LOCATION

DRAFT

ZONING MAP NOT TO SCALE

SITE LOCUS

0

2000

4000 Project No.: Scale: Date: Drawn By: Designed By: Checked By: Approved By: Stamp:

SCALE IN FEET

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

DRAWING INDEX

SITE LOCATION

01

T-100

TITLE SHEET

02

G-100

NOTES

03

C-100

EXISTING CONDITIONS

04

C-200

PROPOSED CONDITIONS

05

C-201

EROSION AND SEDIMENT CONTROLS PLAN

06

C-202

PROPOSED ACCESS ROAD GRADING PLAN

07

C-203

PHASING PLAN

08

C-300

DETAILS

09

C-301

DETAILS

E D

FOR REVIEW FOR REVIEW

H&A 12/11/25 H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT

139 CARACAS DRIVE WEBSTER, NY

TITLE SHEET

0

© 2023 MAXAR © CNES (2023) DISTRIBUTION AIRBUS DS

1000 SCALE IN FEET

2000

T-100 Sheet:

01 of

11

WORK IN PROGRESS - V.1

GENERAL NOTES 14. 1.

2.

3.

THESE DRAWINGS HAVE BEEN PREPARED FOR CONSTRUCTION OF A SOLAR ARRAY WITHIN PORTIONS OF THE XEROX CORPORATION CAMPUS IN WEBSTER, NEW YORK. THE PROJECT IS LOCATED WITHIN THE LARGER XEROX WEBSTER CAMPUS, WHICH IS A NYSDEC RCRA FACILITY (SITE CODE 828178) FOR IDENTIFIED GROUNDWATER AND SOIL CONTAMINATION CURRENTLY MANAGED UNDER A RCRA PART 373 HAZARDOUS WASTE MANAGEMENT PERMIT (NO. 8-2654-00064/00040).

15.

16.

WATERCOURSES AND WETLANDS FIELD DELINEATED BY HALEY & ALDRICH OF NEW YORK ENGINEERING AND GEOLOGY, LLP (HALEY & ALDRICH OF NEW YORK) MAY 10, 2024.

2.

3.

COMPLETE FINAL GRADING, PERMANENT SEEDING, TOPSOILING AND MULCHING OF ALL DISTURBED AREAS. UPON COMPLETE STABILIZATION OF DISTURBED SITE (VEGETATIVE COVER = 80%), ALL TEMPORARY EROSION AND SEDIMENT CONTROLS ARE TO BE REMOVED AND DISTURBANCE RESTORED.

SOIL RESTORATION 4.

EXISTING TOPOGRAPHIC CONTOURS FROM SURVEY REPORT BY TERRATEK GPS MODELING WHICH WAS PROVIDED TO HALEY & ALDRICH BY MONTANTE SOLAR DEVELOPMENT, LLC JULY 21, 2025.

1.

SOIL RESTORATION IS TO OCCUR IN LAYDOWN AREAS AND AREAS RECEIVING HIGH VOLUMES OF CONSTRUCTION TRAFFIC.

MULCH APPLIED FOR WINTER SEEDING (OCTOBER 15 THROUGH MARCH 31) SHALL BE INCREASED TO 4 TONS PER ACRE.

AS AN ALTERNATIVE TO STRAW MULCHING, WOOD FIBER HYDROMULCH MAY BE APPLIED AS SPECIFIED BY MANUFACTURER'S RECOMMENDATIONS OR AT A MINIMUM RATE OF 2000 LBS. PER ACRE (45 LBS. PER 1,000 S.F.) WITH A GUAR TACKIFIER (OR EQUIVALENT) AT 60 LBS. ACRE. SOIL AMENDMENTS MAY BE APPLIED WITH MULCH AT THE SPECIFIED APPLICATION RATES. WATER VOLUME IS TO BE DETERMINED BY THE MANUFACTURER. HYDROMULCH IS NOT TO BE APPLIED DURING RAIN. HYDROMULCH APPLICATION IS NOT TO BE APPLIED IF RAIN IS FORECAST WITHIN THE NEXT 2 DAYS. A CURING PERIOD OF 24 HOURS AND A MINIMUM SOIL TEMPERATURE OF 45 DEGREES ARE REQUIRED.

5.

TAX PARCEL BOUNDARIES FROM MONROE COUNTY REAL PROPERTY DATABASE, COURTESY OF MONROE COUNTY OFFICE OF REAL PROPERTY.

2.

3. 6.

EXISTING CONDITIONS ARE A COMBINATION OF CAD DRAWINGS PROVIDED BY XEROX, GIS FILES FROM H&A STREAM AND WETLAND DELINEATIONS, AND AERIAL IMAGERY. 3.1.

7.

EXISTING CONDITIONS ARE APPROXIMATE.

8.

PROPOSED CONDITIONS TAKEN FROM CAD DRAWINGS PROVIDED BY MONTANTE SOLAR DEVELOPMENT, LLC JULY 21, 2025.

9.

PROJECT TO CONFORM TO 2025 NYS FIRE CODE.

1.

2.

VERIFY THAT ALL APPLICABLE PERMITS AND PERMISSIONS HAVE BEEN OBTAINED.

3.2.

OWNER TO HOLD A PRE-CONSTRUCTION MEETING PRIOR TO START OF CONSTRUCTION. 3.3.

3.

LOCATE AND DELINEATE EXISTING UTILITIES.

4.

CONSTRUCT SITE ACCESS AND INSTALL ASSOCIATED EROSION AND SEDIMENT CONTROLS.

5.

6.

IF APPLICABLE, INSTALL CONSTRUCTION SAFETY FENCING AROUND THE STAGING AREA(S) AND AS DIRECTED BY THE OWNER.

SOIL RESTORATION IS TO BE CONDUCTED DURING FINAL SITE STABILIZATION.

1.

COMPLETE GRADING TO SUBBASE AND ALLOW FOR FULL DEPTH OF TOPSOIL TO BE ADDED TO ACHIEVE FINAL GRADE.

DURING PERIODS OF LOW TO MODERATE SUBSOIL MOISTURE, THE DISTURBED SUBSOILS ARE RETURNED TO ROUGH GRADE AND THE FOLLOWING SOIL RESTORATION STEPS APPLIED:

2.

SCARIFY ALL COMPACTED SUBSOIL AREAS.

APPLY 3 INCHES OF COMPOST OVER SUBSOIL. COMPOST SHALL BE WELL DECOMPOSED (MATURED AT LEAST 3 MONTHS), WEED-FREE, ORGANIC MATTER. IT SHALL BE AEROBICALLY COMPOSTED, POSSESS NO OBJECTIONABLE ODORS, AND CONTAIN LESS THAN 1%, BY DRY WEIGHT, OF MAN-MADE, FOREIGN MATTER. THEY PHYSICAL PARAMETERS OF THE COMPOST SHALL MEET THE STANDARDS SET FORTH IN THE NOVEMBER 2016 NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL.

3.4.

APPLY TOPSOIL TO A DEPTH OF 6 INCHES.

3.5.

VEGETATE AS REQUIRED BY THE SEEDING PLAN.

3.6.

TOPSOIL MAY BE MANUFACTURED AS A MIXTURE OR A MINERAL COMPONENT AND ORGANIC MATERIAL SUCH AS COMPOST. AT THE END OF THE PROJECT AN INSPECTOR SHOULD BE ABLE TO PUSH A 38 INCH METAL BAR 12 INCHES INTO THE SOIL JUST WITH BODY WEIGHT. THIS SHOULD NOT BE PERFORMED WITHIN THE DRIP LINE OF ANY EXISTING TREES OR OVER UTILITY INSTALLATIONS THAT ARE WITHIN 24 INCHES OF THE SURFACE.

INSTALL STABILIZED CONSTRUCTION ENTRANCE AS DIRECTED BY THE OWNER. EXISTING ENTRANCES WHICH MEET THE REQUIREMENTS OF A STABILIZED CONSTRUCTION ENTRANCE MAY MAY BE UTILIZED AS AVAILABLE. EXISTING ENTRANCES TO BE UPGRADED WITH ADDITIONAL GRAVEL AS NEEDED. UTILIZE ENTRANCE FOR ALL CONSTRUCTION VEHICLES ENTERING/EXITING SITE FOR THE DURATION OF THE CONSTRUCTION.

SITE STABILIZATION

7.

INSTALL PERIMETER EROSION AND SEDIMENT CONTROLS.

1.

8.

ALL EROSION CONTROLS WITHIN THE CURRENT ACTIVE CONSTRUCTION AREAS ARE TO BE INSPECTED FOR DEFICIENCIES BY THE CONTRACTOR ON A DAILY BASIS FROM INSTALLATION THROUGH THE DURATION OF THE PROJECT. THE EROSION CONTROLS ARE TO BE FUNCTIONING AS INTENDED OR REPAIRED/REPLACED AS NECESSARY. ADDITIONAL REQUESTS FOR REPAIR/REPLACEMENT MAY COME FROM THE ENVIRONMENTAL INSPECTOR OR THE OWNER.

9.

2.

INITIATE SITE STABILIZATION IMMEDIATELY (NO LATER THAN 1 BUSINESS DAY) IN ANY AREAS OF EXPOSED SOIL WHERE CONSTRUCTION ACTIVITIES HAVE PERMANENTLY CEASED OR WILL BE TEMPORARILY INACTIVE FOR MORE THAN 14 CALENDAR DAYS. COMPLETE SITE STABILIZATION. FINALIZE THE INSTALLATION OF STABILIZATION MEASURES AS SOON AS PRACTICABLE, BUT NO LATER THAN 14 DAYS AFTER CONSTRUCTION ACTIVITIES HAVE PERMANENTLY CEASED (STABILIZATION INITIATED) (SEE ABOVE), REGARDLESS OF AREA DISTURBED.

PROTECT TREES AND VEGETATION TO REMAIN. MULCHING

10.

CONDUCT TREE CLEARING WITHIN THE LIMITS OF DISTURBANCE AND AS DIRECTED BY THE OWNER. FELLED TREES ARE TO BE REMOVED FROM THE SITE AS DIRECTED BY THE OWNER.

11.

TREES ARE TO BE CUT TO GRADE WITH HAND FELLING.

12.

CONTINUE TO MAINTAIN AND MONITOR ALL SITE EROSION AND SEDIMENT CONTROLS DAILY.

13.

CONDUCT EARTHWORK ACTIVITIES FOR INSTALLATION OF EQUIPMENT PAD AND POWER POLES. EARTHWORK TO REMAIN WITHIN THE APPROVED BOUNDARIES OF THE PROJECT (LIMITS OF DISTURBANCE).

1.

APPLICATION AND GRADING 1.

2.

TILL COMPOST INTO SUBSOIL TO A DEPTH OF AT LEAST 12 INCHES USING A CAT-MOUNTED RIPPER, TRACTOR MOUNTED DISC, OR TILLER, TO MIX AND CIRCULATE AIR AND COMPOST INTO THE SUBSOIL. ROCK-PICK UNTIL UPLIFTED STONE/ROCK MATERIALS OF FOUR INCHES OR LARGER SIZE ARE CLEANED OFF THE RESTORATION AREAS.

IMMEDIATELY FOLLOWING TEMPORARY/PERMANENT SEED PLACEMENT, STRAW MULCH IS TO BE APPLIED AT A RATE OF 3 TONS PER ACRE OVER DISTURBED AREAS. STRAW MULCH COVERAGE RATES ARE EXPECTED TO PROVIDE A THICKNESS OF 1/4" - 1/2". EXCESSIVE MULCH DEPTH WILL IMPEDE VEGETATIVE GROWTH AND MAY REQUIRED THE REMOVAL OF EXCESS MULCH AS DETERMINED BY THE OWNER AND ENVIRONMENTAL INSPECTOR. MULCHING IS TO BE USED WITH SEEDING AS A COMPONENT OF SITE STABILIZATION. ADDITIONAL MULCH WILL BE REQUIRED IF PROPER COVERAGE (BARE SPOTS) HAS NOT BEEN ACHIEVED.

11.

12.

TOPSOIL SHALL BE DISTRIBUTED EVENLY TO THE UNIFORM DEPTH THAT WAS REMOVED FOR STOCKPILING OR 6" MINIMUM, OVER THE RESTORATION AREA. THE TOPSOIL SHALL NOT BE PLACED WHEN IT IS PARTLY FROZEN, MUDDY, OR ON FROZEN SLOPES OR OVER ICE, SNOW, OR STANDING WATER PUDDLES. TOPSOIL PLACED AND GRADED ON SLOPES STEEPER THAN 3H:1V SHALL BE STABILIZED IMMEDIATELY: FERTILIZED, SEEDED, MULCHED AND TRACKED WITH METAL CLEATED EQUIPMENT TO KEY IN MULCH AND ENCOURAGE COLLECTING SMALL POCKETS OF WATER ALONG THE SLOPE FOR SEED GROWTH. TRACKING SHALL BE PARALLEL TO GRADE (UP & DOWN SLOPES). SLOPES FLATTER THAN 3H:1V SHALL BE STABILIZED AS SOON AS POSSIBLE BUT NO LATER THAN 14 DAYS.

DUST CONTROL SHALL BE EMPLOYED THROUGH WATER SPRAYING AS NECESSARY TO MINIMIZE AIRBORNE DUST AND WIND EROSION.

14.

ALL EXCESS EXCAVATED MATERIAL, BRUSH / TIMBER, AND CONSTRUCTION DEBRIS SHALL BE DISPOSED OF AS PER THE OWNER'S PREFERENCE. CONSTRUCTION DEBRIS SHALL BE ADDRESSED AS PER THE OWNER'S DIRECTION OR HAULED OFFSITE TO A LICENSED LANDFILL, AS NECESSARY.

15.

SOIL STOCKPILES TO BE LOCATED ON SITE WITHIN THE LIMITS OF DISTURBANCE UNLESS DIRECTED OTHERWISE BY THE OWNER OR NOTED ELSEWHERE ON THE CONSTRUCTION DRAWINGS.

16.

UNDER NO CIRCUMSTANCES SHALL SILT LADEN WATER BE DISCHARGED FROM TRENCHES / EXCAVATIONS OR RELEASED FROM HYDROSTATIC TESTING DIRECTLY TO ANY WETLAND OR WATER BODY. ANY GROUNDWATER THAT IS ENCOUNTERED WILL NEED TO BE HANDLED AS PER XEROX SITE MANAGEMENT PLAN REQUIREMENTS.

1.

MINIMIZE CUT/FILL FOR ACCESS TO SITE TO THE GREATEST EXTENT PRACTICABLE.

2.

WITH THE EXCEPTION OF MINIMAL GROUND DISTURBANCE ASSOCIATED WITH INSTALLING TEMPORARY EROSION AND SEDIMENT CONTROLS (I.E., STAKING FILTER SOCKS TO A MAXIMUM DEPTH OF 6 INCHES) WITHIN THE C&D LANDFILL, NO SOIL EXCAVATION, GRADING, OR GROUND PENETRATIONS ARE PERMISSIBLE IN THE TWO LANDFILL AREAS DENOTED ON THE SITE PLANS. THE PERIMETER OF THE C&D LANDFILL IS APPROXIMATE AND NEARBY/ADJACENT AREAS SHALL BE TREATED THE SAME.

ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE APPROVED PERMIT DOCUMENTS.

2.

ALL SITE ACTIVITIES SHALL TAKE PLACE WITHIN THE LIMITS OF DISTURBANCE AS SHOWN ON THE DESIGN PLANS.

3.

THE CONTRACTOR SHALL INSPECT, MAINTAIN AND REPAIR/REPLACE EROSION AND SEDIMENT CONTROLS DAILY AND CONTINUOUSLY THROUGHOUT THE DURATION OF THIS PROJECT.

4.

THE PROPOSED EROSION AND SEDIMENT CONTROLS AS INDICATED ON THE DESIGN PLANS SHALL BE CONSTRUED AS THE MINIMUM REQUIRED STANDARDS. ADDITIONAL CONTROLS ARE TO BE PROVIDED AS NECESSARY TO PREVENT SEDIMENT LADEN DISCHARGES FROM LEAVING THE SITE.

5.

6.

THE CONTRACTOR SHALL CONTINUOUSLY MONITOR THE INSTALLED CONTROLS FOR FUNCTIONALITY AND PROVIDE ADDITIONAL MEASURES AS DIRECTED BY THE OWNER OR ENVIRONMENTAL INSPECTOR. THE CONTRACTOR SHALL MAINTAIN AND REPAIR/REPLACE ALL EROSION AND SEDIMENT CONTROLS UPON DAMAGE OR FAILURE TO FUNCTION AS INTENDED AND UNTIL SITE CONSTRUCTION HAS BEEN COMPLETED. ALL STOCKPILED SOILS ON SITE SHALL RECEIVE SEDIMENT FILTER SOCK ALONG THE DOWNGRADE AREAS.

7.

ALL SOIL STOCKPILES SHALL BE STABILIZED OR REMOVED FROM THE SITE AS DIRECTED BY THE OWNER.

8.

ALL EXISTING INLETS ADJACENT TO OR ON SITE SHALL BE PROTECTED FROM SEDIMENT WITH INLET PROTECTION MEASURES.

9.

10.

THE CONTRACTOR SHALL ENSURE THAT STABILIZED CONSTRUCTION ENTRANCE IS BEING UTILIZED. THE CONTRACTOR SHALL BE RESPONSIBLE TO PREVENT SEDIMENT AND TRACKED MUD/DIRT ONTO THE PUBLIC RIGHT OF WAY, ROAD OR ACROSS PRIVATE DRIVEWAYS. CONTRACTOR SHALL INSPECT DAILY, SWEEP AND CLEAN STREETS / DRIVES AS NECESSARY TO MAINTAIN CLEAN AND CLEAR SURFACES. LARGE STONES, ACCUMULATED GRAVEL AND/OR MUD THAT MAY IMPACT PASSING VEHICLES SHALL BE

PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC 2760 KENMORE AVE #101 TONAWANDA, NY14150

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

CONSTRUCTION NOTES

EROSION AND SEDIMENT CONTROL NOTES 1.

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

ALL EROSION CONTROLS SHALL BE INSPECTED AND CLEANED OF SEDIMENT AS NECESSARY TO ENSURE NO DISCHARGE OF SEDIMENT OFF THE PROPERTY OR OUTSIDE OF LIMITS OF DISTURBANCE IS TAKING PLACE.

13.

CONSTRUCTION SEQUENCE FOR GRADING AND EROSION CONTROL

SOILS FROM STABILIZED ENTRANCE CONSTRUCTION, EQUIPMENT PAD INSTALLATION, AND POWER POLE INSTALLATION ARE TO BE STOCKPILED, COVERED, SAMPLED, AND STABILIZED ACCORDING TO XEROX SITE MANAGEMENT PLAN REQUIREMENTS AND THE OWNER'S DIRECTION.

CLEANED IMMEDIATELY. ALL ACCUMULATED SEDIMENT SHALL BE REMOVED FROM SEDIMENT FILTER SOCKS AND EROSION CONTROLS WHEN 50% OF AVAILABLE STORAGE AREA HAS BEEN ACHIEVED OR WHEN THE THE DEVICE NO LONGER FUNCTIONS AS INTENDED OR SEDIMENT LADEN WATER IS PASSING THROUGH OR AROUND THE CONTROL. SILT FENCE THAT IS TORN, HAS BROKEN STAKES OR IS BOWING OUT DUE TO ACCUMULATED SOILS SHALL BE REPAIRED, REPLACED OR CLEANED AND RESET.

3.

PORTIONS OF THE EXISTING FENCE ALONG THE PERIMETER OF THE ASPHALT-CAPPED LANDFILL WILL BE REMOVED, AND FENCE POLES WILL BE CUT FLUSH TO ALLOW FOR INSTALLATION OF THE SYSTEM.

4.

EXCEPT FOR PORTIONS OF THE EXISTING ASPHALT-CAPPED LANDFILL SECURITY FENCE, EXISTING REMEDIATION INFRASTRUCTURE WITHIN THE DEVELOPMENT AREAS, INCLUDING THE TWO LANDFILL CAPS, MONITORING WELLS,GROUNDWATER PUMPING WELLS, AND ASSOCIATED INFRASTRUCTURE AND UTILITIES, WILL REMAIN IN PLACE AND PROTECTED FROM CONSTRUCTION ACTIVITIES. ACCESS WILL BE MAINTAINED AT THESE AREAS FOR OPERATION AND MAINTENANCE ACTIVITIES REQUIRED BY THE PART 373 PERMIT.

5.

THE MANAGEMENT OF EXCAVATED SOIL WILL BE DETERMINED BY THE PROCESSES IDENTIFIED IN XEROX'S SOIL MANAGEMENT PLAN, UNDER ITS SITE MANAGEMENT PLAN AND AS PART OF THE PART 373 RCRA PERMIT.

6.

THE XEROX SOIL MANAGEMENT PLAN IS CURRENTLY UNDER REVIEW AND REVISION. ANY MODIFICATIONS TO SOIL MANAGEMENT REQUIREMENTS REQUESTED BY NYSDEC WILL BE COORDINATED WITH XEROX AND INTEGRATED INTO THE CONSTRUCTION ACTIVITIES.

7.

IN THE EVENT GROUNDWATER IS ENCOUNTERED IN ANY EXCAVATIONS, IT WILL BE MANAGED IN ACCORDANCE WITH THE GROUNDWATER MANAGEMENT PLAN FOR THE XEROX SITE.

8.

EXCAVATED SOIL WILL BE STOCKPILED IN AN ADJACENT AREA AND WILL BE SAMPLED PER PROCEDURES IN XEROX'S SITE MANAGEMENT PLAN. PENDING THE RESULTS FROM SOIL ANALYTICAL TESTING, THE APPROPRIATE SOIL CLASSIFICATION, MANAGEMENT, AND DISPOSITION REQUIREMENTS WILL BE DETERMINED PER THE XEROX SOIL MANAGEMENT PLAN. STOCKPILES SHALL BE COVERED WITH AN IMPERVIOUS TARP OR BARRIER AND PLACED ON IMPERVIOUS PLASTIC, PENDING THE RESULTS OF THE ANALYSIS.

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

NOTES

G-100 Sheet:

02 of

11

WORK IN PROGRESS - V.1

9.

10.

11.

12.

13.

14.

IN THE UNLIKELY EVENT OF A DISCOVERY OF AN UNKNOWN CONDITION DURING EXCAVATION IN ANY AREA OF THE SITE, REGARDLESS OF CLASSIFICATION NOTED IN THE XEROX SITE MANAGEMENT PLAN, INCLUDING THE DISCOVERY OF AN UNDERGROUND STORAGE TANK (UST), DRUMS, UNIDENTIFIED CONTAINMENT SOURCE, PRODUCT, ETC. INVASIVE WORK SHALL BE SUSPENDED AND THE XEROX CORPORATION ENVIRONMENTAL OPERATIONS ENGINEER SHALL BE CONTACTED IMMEDIATELY. IDENTIFICATION OF UNKNOWN OR UNEXPECTED CONTAMINATED MEDIA IDENTIFIED BY SCREENING DURING INVASIVE SITE WORK WILL BE PROMPTLY COMMUNICATED BY PHONE TO THE XEROX CORPORATION ENVIRONMENTAL OPERATIONS ENGINEER FOR REPORTING TO NYSDEC'S PROJECT MANAGER. REPORTABLE QUANTITIES OF PETROLEUM PRODUCT WILL ALSO BE REPORTED TO THE NYSDEC SPILLS HOTLINE. COVER MATERIAL (GRASS, TOPSOIL, ASPHALT, CONCRETE OR GRAVEL) WILL BE SEGREGATED FROM THE UNDERLYING SOIL. THE COVER MATERIAL CAN BE DISPOSED OF OR REUSED ON SITE AS DETERMINED BY THE FACILITY AND IS NOT SUBJECT TO THE MANAGEMENT PRACTICES DESCRIBED IN THE XEROX SITE MANAGEMENT PLAN, UNLESS THE EXCAVATION AREA IS ASSOCIATED WITH A SURFACE SPILL. EXCAVATION EQUIPMENT AND TOOLS THAT CONTACT CONTAMINATED SOIL WILL BE DECONTAMINATED UPON COMPLETION OF EXCAVATION ACTIVITIES. DECONTAMINATION WILL BE ACCOMPLISHED WITH A PRESSURE WASHER, HOSE, HAND-WASHING WITH SOAP AND WATER, OR OTHER APPROPRIATE METHOD. DECONTAMINATION WATER/RINSATE WILL BE CONTAINERIZED AND DISCHARGED IN COMPLIANCE WITH THE EXISTING PROCEDURES, PERMITS AND APPROVALS. EXCAVATED SOIL THAT REQUIRES OFF-SITE DISPOSAL WILL BE CHARACTERIZED FOR MANAGEMENT PURPOSES THROUGH THE COLLECTION OF REPRESENTATIVE SAMPLES FOR LABORATORY ANALYSIS OF SITE CONTAMINANTS DEPENDING ON THE NATURE OF THE CONTAMINANTS LIKELY TO BE PRESENT AND LANDFILL REQUIREMENTS. SOILS STAGED AFTER WORKING HOURS MUST BE SECURED AGAINST UNINTENDED INTRUSION AND MUST BE KEPT UNDER A COVER IN ORDER TO MINIMIZE SOIL RUN-OFF DURING PRECIPITATION EVENTS. THE EXCAVATED SOIL WILL ALSO BE STAGED ON AN IMPERMEABLE MATERIAL SUCH AS PLASTIC SHEETING OR TARPS TO MINIMIZE CONTAMINATION OF THE STAGING AREA. SOILS THAT ARE NOT USED TO BACKFILL THE EXCAVATION WILL REMAIN STAGED PENDING THE RECEIPT OF LABORATORY ANALYTICAL RESULTS CHARACTERIZING THE SOIL.

15.

ALL MATERIALS PROPOSED FOR IMPORT ONTO THE SITE WILL BE TESTED AND APPROVED BY XEROX AND WILL BE FOLLOWING PROVISIONS IN THIS SOIL MANAGEMENT PLAN PRIOR TO RECEIPT AT THE SITE.

16.

IMPORTED SOIL MATERIAL WILL MEET THE BACKFILL AND COVER SOIL TESTING AND QUALITY STANDARDS PRESENTED IN DER-10 APPENDIX 5 ALLOWABLE CONSTITUENT LEVELS FOR IMPORTED FILL OR SOIL FOR COMMERCIAL/INDUSTRIAL USE AND THE NYSDEC SAMPLING, ANALYSIS, AND ASSESSMENT OF PER- AND POLYFLUOROALKYL (PFAS) DOCUMENT DATED APRIL 2023.

17.

TRUCKS ENTERING THE SITE WITH IMPORTED SOILS WILL BE SECURELY COVERED WITH TIGHT FITTING COVERS. IMPORTED SOILS WILL BE STOCKPILED SEPARATELY FROM EXCAVATED MATERIALS AND COVERED TO PREVENT DUST RELEASES.

18.

THE FOLLOWING MATERIALS CAN BE IMPORTED AND MAY BE USED ON-SITE WITHOUT TESTING; (COMMERCIALLY PURCHASED BAGGED TOPSOIL USED FOR LANDSCAPING PURPOSES, GRAVEL, ROCK, OR STONE (NON-SOIL) CONSISTING OF VIRGIN MATERIAL FROM A PERMITTED MINE OR QUARRY.

19.

20.

ALL OTHER MATERIALS, INCLUDING SOIL OR SAND IMPORTED FROM A VIRGIN MINE OR PIT AND MATERIAL (INCLUDING GRAVEL, ROCK, STONE, SAND, SOIL, ETC.) FROM SOURCES OTHER THAN A VIRGIN MINE OR PIT CAN ONLY BE USED ON-SITE PENDING ANALYTICAL TESTING. ALL IMPORTED SOILS THAT REQUIRE TESTING WILL MEET THE BACKFILL SOIL QUALITY STANDARDS ESTABLISHED IN 6NYCRR 375-6.7(D). SOLID WASTE OR IMPORTED MATERIALS FROM OTHER INDUSTRIAL SITES, SPILL SITES, OR OTHER REMEDIATION OR CONTAMINATED SITES IS PROHIBITED FROM BEING USED ON-SITE.

SPECIFICATION NOTES FOR PERMANENT SEEDING SOIL AMENDMENTS 1.

SOIL AMENDMENTS SHOULD BE INCORPORATED INTO THE UPPER 2-4 INCHES OF SOIL WHEN FEASIBLE.

2.

CONTRACTOR SHALL CONDUCT SOIL TESTING FOR pH AND CONSULT WITH WITH ENTITIES SUCH AS THE CORNELL COOPERATIVE EXTENSION, OR OTHERS, FOR RECOMMENDATIONS FOR SOIL AMENDMENTS.

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC

TIME OF PLANTING 1.

2760 KENMORE AVE #101 TONAWANDA, NY14150

PERMANENT SEEDING TO BE DONE BETWEEN APRIL 1 AND OCTOBER 14. ANY SEEDING FROM OCTOBER 15 TO MARCH 31 WILL BE TEMPORARY SEEDING (AROOSTOOK-WINTER RYE) AND WILL REQUIRE PERMANENT SEEDING TO TAKE PLACE THE FOLLOWING SEASON. FALL SEEDING IS THE PREFERRED SEEDING TIME.

SITE RESTORATION 1.

PROVIDE EROSION CONTROL MEASURES, BRING THE TOPSOILED AREA TO DESIRED GRADE AND PREPARE FOR SEEDING. RESTORE DISTURBED SOIL AREAS TO EXISTING GRADE AND PROVIDE TOPSOIL, SEED, MULCH, AND ADD SOIL AMENDMENTS AS NECESSARY.

2.

PREPARE SEEDBED, LOOSENING SOIL TO A DEPTH OF 3-4 INCHES.

3.

REMOVE ALL STONES OVER THREE INCH (3") IN DIAMETER, STICKS AND FOREIGN MATTER FROM THE SURFACE.

4.

APPLY FERTILIZER PER RECOMMENDATIONS RESULTING FROM SOIL pH TESTING.

5.

SEED PREPARED AREAS WITH SEED MIX AT APPLICATION RATE SPECIFIED BY THE MANUFACTURER.

6.

SMOOTH AND FIRM SEEDBED.

7.

APPLY MULCH AT SPECIFIED APPLICATION RATE (MULCHING SECTION OF THESE NOTES).

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

DRAFT

PERMANENT SEEDING MIXTURES 1.

PERMANENT GRASS SEED TYPE TO BE AS DIRECTED BY MONTANTE.

2.

FOR AREAS DESIGNATED AS POLLINATOR PLANTING IN THESE PLANS THE CONTRACTOR SHALL FURNISH POLLINATOR FRIENDLY, NATIVE PLANT SEED MIX TO THE OWNER FOR REVIEW AND APPROVAL. THE POLLINATOR SEED MIX SHALL CONTAIN ONE OR SEVERAL OF THE FOLLOWING:

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

COMMON MILKWEED (ASCLEPIEAS SYRIACA) - UPLAND AREAS BUTTERFLY MILKWEED (ASCLEPIEAS TUBEROSA, PA ECOTYPE UPLAND AREAS SWAMP MILKWEED (A. INCARNATA) - WETLAND AREAS 3.

FOR DISTURBED AREAS NOT DESIGNATED AS POLLINATOR PLANTING IN THESE PLANS THE CONTRACTOR SHALL FURNISH A NORTHEAST ROADSIDE MIX, SUCH AS PARTIALLY SHADED AREA ROADSIDE MIX (ERNMX-140), TO THE OWNER FOR REVIEW AND APPROVAL.

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

NOTES

G-101 Sheet:

03 of

11

WORK IN PROGRESS - V.1

LEGEND SOLAR STUDY AREA B-17A

PARCEL BOUNDARY EXISTING BUILDING

36 5

0 36

NOW OR FORMALLY THE MEADOWS OF WEBSTER 5B 360/68-70 16.11 ACRES

NOW OR FORMALLY REMAINING LAND LABELLA TERRA 5B 360/68-70 151.67 ACRES

363

2 36

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

365

364

EXISTING TREELINE DELINEATED WETLAND

PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC

EXISTING DELINEATED STREAM

5

36

EXISTING DRAINAGE DITCH 366

D

367

EXISTING CULVERT EXISTING BEDROCK TRENCH

368

APPROXIMATE LOCATION OF EXISTING BROKEN VENT370 PIPE TO BE REPAIRED BY XEROX PRIOR TO CONSTRUCTION

B-24

X

EXISTING CHAIN LINK FENCE

OHE

EXISTING OVERHEAD ELECTRIC LINE

NOW OR FORMALLY XEROX-ALDER SUB 365/34 165.72 ACRES

36 9

B-24B

2760 KENMORE AVE #101 TONAWANDA, NY14150

365

APPROX. EXTENTS OF C&D LANDFILL APPROX. EXTENTS OF ASPHALT CAPPED HAZ. WASTE LANDFILL

370

369

EXISTING C&D LANDFILL VENT

B-24A

1

37

373

B-21A

374

36

B-20

5

376 37 2

0

375

5

370

0

37

370

37

41

EXISTING MONITORING WELL

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

NOTES

37

8

LF-B-37-1

377

37

9

B-20A

B-20B 37

37

6

B-21A

380

7

405

1. LANDFILL VENTS ARE TO BE PROTECTED DURING CONSTRUCTION.

B-21IR

2. EXISTING TREELINE SHOWN IS DRAWN USING AERIAL IMAGERY AND SHOULD BE CONSIDERED APPROXIMATE.

37

7

400

EXISTING LANDFILL VENTS TO BE PROTECTED

39

W-5

W-4

5 D

B-21DR D

PRIOR TO CONSTRUCTION, XEROX WILL REPAVE THE LANDFILL IN ACCORDANCE 39 0 WITH THE TOWN'S REQUEST, PENDING NYSDEC APPROVAL

6

37

EXISTING DRAINAGE DITCH

374

375

373

EXISTING BEDROCK TRENCH

374

2

37

DRAFT 0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

RW-2 38

RW-1 5 37

5

375

380

375

B-1 373 X

X

X

X

D

X

X

X

377

37

X

EXISTING DRAINAGE DITCH

X

EXISTING UNPAVED DRIVE

7

378

B-22A

X

X

384

377

378 X

X

X

X

379

6 37

B-13 EXISTING UNPAVED DRIVE

B-7

379

D

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE X

OHE X

D

37

7

OHE X

OHE X

OHE X

OHE

OHE

X

377

D

D OHE

OHE

OHE

OHE

FOR REVIEW

H&A 12/11/25

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

139 CARACAS DRIVE WEBSTER, NY

376

X

X

X

OHE

X

IVE

EXISTING UNPAVED SITE ACCESS DRIVE 378

375

CARACAS DR

X

X

6

37

E D

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL

370

5

X

380

0

37

1 38

5 37

371 38

X

375

8

37

379

371

X

376

X

372

OHE

OHE

OHE

OHE

OHE

OHE

OHE

377

376

D

CARACAS DRIVE

EXISTING CONDITIONS

D

377

RESENDE ROAD

380

38

37

6

0 B-18A

376

0

80

160 SCALE IN FEET

240

320

C-100 Sheet:

04 of

11

WORK IN PROGRESS - V.1

363

2 36

LEGEND

NOW OR FORMALLY REMAINING LAND LABELLA TERRA 5B 360/68-70 151.67 ACRES

0

36 5

36

NOW OR FORMALLY MEADOWS OF WEBSTER 5B 360/68-70 16.11 ACRES

365

364

SOLAR STUDY AREA PARCEL BOUNDARY EXISTING BUILDING

5 36

X

X

PROPOSED BALLASTED 3 SOLAR ARRAYS C-300

368

X

X

X

OHE

X OHE

36 5

376 X

X

37 2

APPROXIMATE LOCATION OF EXISTING BROKEN VENT PIPE TO BE REPAIRED BY XEROX PRIOR TO CONSTRUCTION

0 37

370

OHE

PROPOSED OVERHEAD ELECTRIC

EU

PROPOSED UNDERGROUND ELECTRIC

OHE

X

X

5

375

37

37

8

PANEL BALLASTS WILL BE FIELD ADJUSTED, AS NECESSARY, TO AVOID DIRECT PLACEMENT WITHIN ON-SITE DRAINAGE CHANNELS.

PROPOSED SITE ACCESS DRIVE PROPOSED LIMITS OF TREE CLEARING

X

OHE

380

37 7

6

X

X

37

OHE

377

X

X

X

37 9

PROPOSED UTILITY POLE

B-20B

X

X

B-21IR

37 7

400

X

PROPOSED AREAS TO RECEIVE POLLINATOR SEED MIX

X

W-5 X

AREAS WITH SOLAR PANELS INSTALLED ON CONTINUOUS SLOPES >/= 8%

ALL PROJECT ELECTRICAL GROUNDING PLATES TO BE LIMITED TO LOCATIONS AROUND PERIMETER OF EQUIPMENT PAD

OHE

X

W-4 X

D

B-21DR

GEOBALLAST FOUNDATIONS WILL BE FIELD-ADJUSTED TO AVOID THE APPROXIMATE BEDROCK TRENCH LOCATION SHOWN

37

X

6

D

X

RW-1

OHE

RW-2 X

X

X

3

7

X

6 AUX

M

2.00

EU

X

D

PROPOSED 4 EQUIPMENT PAD C-300

X

X

377

X X

378 OHE

X X

378X

OHE

370

X

X

X

X

377

X

X

376

X

X

X

X

X

X

X

X

OHE

OHE

OHE

OHE

OHE

OHE X

OHE X

OHE

OHE X

X

OHE

OHE X

X

OHE

X

X

X

OHE

OHE

D

D OHE

50'

OHE

OHE

OHE

377

X

76 3 OHE

OHE

OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE

CARACAS DRIVE

OHE

CONNECTION TO EXISTING GRID

377

376

OHE OHE

377

380

CARACAS DRIVE 38 0

NO DISTURBANCE ALLOWED WITHIN FOOTPRINT OF ASPHALT CAPPED HAZ. WASTE LANDFILL (SEE NOTE 3) 37

B-18A 376 384

7 37

B-18SR

6. ALL SITE TRAFFIC AND EQUIPMENT IS NOT PERMITTED TO ENTER THE ASPHALT CAPPED HAZ. WASTE LANDFILL AREA OR USE FOR SITE ACCESS IN ANY CAPACITY. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE EXISTING LANDFILL COVERS. 7. DECOMPACTION OF ALL TEMPORARY CONSTRUCTION ACCESS DRIVES MAY BE REQUIRED IN ACCORDANCE WITH 2024 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION'S (NYSDEC) CONSTRUCTION GENERAL PERMIT (CGP) REQUIREMENTS.

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C B

FOR REVIEW FOR REVIEW

H&A 09/17/25 H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

PROPOSED CONDITIONS

B-28

PROPOSED SITE ENTRANCE INSET

B-18

5. REFER TO NOTES ON G-100 REGARDING CONSTRUCTION SEQUENCE FOR GRADING AND EROSION AND SEDIMENT CONTROLS.

OHE

PROPOSED PERVIOUS ACCESS DRIVE TO BE INSTALLED DURING B-28A 1 2 FINAL SITE STABILIZATION. SEE C-300 C-300 NOTE 6, THIS SHEET. SEE SHEET C-202 FOR GRADING AND PROFILE.

6

4. PROPOSED PERVIOUS ACCESS DRIVE TO BE PROTECTED DURING CONSTRUCTION. CONSTRUCTION TRAFFIC TO USE TEMPORARY CONSTRUCTION ACCESSES SHOWN ON SHEET C-201.

OHE

SEE PROPOSED SITE ENTRANCE INSET

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

3. A MINIMUM SETBACK OF 30 FEET TO BE ESTABLISHED AROUND ALL MONITORING WELLS WITHIN THE PROPOSED WORK AREA.

OHE

OHE

OHE

6 37

50'

OHE

X OHE

376

OHE

X

OHE

377

R-88

0 OHE

X

D

X

OHE

X

X

378 X

378

X

379

B-7

OHE

6 37

PROPOSED 35' LONG 12"Ø RCP CULVERT. SEE SHEET C-202 FOR X X PERVIOUS ACCESS ROAD GRADING AND PROFILE.

3 C-301 OHE

X

PROPOSED 20-FT WIDE SWING GATE 70'

378

OHE

X

X

X

X

X

X

AUX

OHE

EU

6

OHE

B-13 X

7

1

5

OHE

37

37

5

4

M

38

X

7

380

X

5 37

371

R28.0000

3

379

X

2

OHE

X

376

REMOVE SECTION OF EXISTING CHAIN LINK FENCE (SEE NOTE 4)

X

X

37

8

PROPOSED EMERGENCY ACCESS TURNAROUND

OHE

377

X

X

X

OHE

X

379

8

37

375

X

X

X

X

OHE

X

OHE

7

X

X

37

378

X

X

371

5

4

OHE

X

X

X

X

X

X

X

X

376

EU OHE

372

EU

379

373

1. LIMITS OF DISTURBANCE = 17.5 ACRES LIMITS OF TREE CLEARING = 15.1 ACRES

OHE

X

375

B-1

2. LANDFILL VENTS ARE TO BE PROTECTED DURING CONSTRUCTION.

5

X

X

375

2

X

37

X

5

380

X

37 8

X X

NOTES

X

374

2

OHE

X

373 37

X

X

0

374

375

39

DRAFT

OHE

39 5

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

EXISTING FENCE TO BE REMOVED

X

OHE

B-21A

38

EXISTING MONITORING WELL

PROPOSED LIMITS OF DISTURBANCE

X

AREA TO RECEIVE POLLINATOR SEED MIX (TYP). SEE SHEET G-101 FOR SEEDING NOTES.

B-20A THE FENCE LINE ALONG THE WESTERN BOUNDARY OF THE C&D LANDFILL IS SUBJECT TO FURTHER DISCUSSION AND APPROVAL BY NYSDEC DIVISION OF ENVIRONMENTAL REMEDIATION (I.E., LAYOUT MAY 405 SHIFT TO CONFORM TO TOPOGRAPHY OR THE FENCE MAY BE PERMITTED TO BE CONSTRUCTED WITH POUNDED POSTS AS OPPOSED TO BALLASTED FOUNDATIONS)

PROPOSED CHAIN LINK FENCE

EXISTING C&D LANDFILL VENT

OHE

X

374

B-20

370

0

373 X

ANY MINIMAL DISTURBANCE WITHIN THE C&D LANDFILL IS SUBJECT TO APPROVAL BY NYSDEC DIVISION OF ENVIRONMENTAL REMEDIATION (I.E., STAKING OF TEMPORARY E&S CONTROLS). SEE NOTE 5.

2760 KENMORE AVE #101 TONAWANDA, NY14150

APPROX. EXTENTS OF ASPHALT CAPPED HAZ. WASTE LANDFILL

1

37

EXISTING CHAIN LINK FENCE

APPROX. EXTENTS OF C&D LANDFILL

OHE

X

9 36

X

B-24A

B-21A

370

369

41

X

X

NOW OR FORMALLY XEROX-ALDER SUB 365/34 165.72 ACRES

PROPOSED 1' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

X

TM MONTANTE SOLAR DEVELOPMENT, LLC

OW-320N

X

PROPOSED 2' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

PREPARED FOR:

EXISTING BEDROCK TRENCH

3 C-301

PROPOSED ACCESS GATE 70 3

B-24

B-24B

EXISTING DELINEATED STREAM

OHE

2B PERIMETER FENCE C-301 X

2A C-301

X

1 C-301

X

X

367

LIMITS OF DISTURBANCE (17.5 ACRES) OHE

PROPOSED 4' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

DELINEATED WETLAND

365

366

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

80

160 SCALE IN FEET

240

320

C-200 Sheet:

05 of

11

B/ D) (H SG

LEGEND X

n M

) C SG

(H

) B/D

fA W

EXISTING BUILDING

)

PROPOSED LIMITS OF DISTURBANCE (17.5 ACRES)0

X

A/

D)

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

DELINEATED WETLAND

37

X

SG

B-24

B-24B

G

(H

X

GC

B

GaA (HSG A/D)

B/D) Mn (HSG

DELINEATED STREAM

GaA (HSG A/D)

EXISTING BEDROCK TRENCH

PROPOSED 4' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

PREPARED FOR:

9

X

X

36

PhB (HSG B/D)

X

X

A/D )

D)

1

X

37

X

EXISTING CHAIN LINK FENCE PROPOSED CHAIN LINK FENCE

OHE

EXISTING OVERHEAD ELECTRIC LINE

373

X

X

B/D)

2 37

X

370

APPROX. EXTENTS OF C&D LANDFILL

X

Mn (HS G

5

0 37

X

A/D)

EXISTING DELINEATED STREAM

36

376

X

GaB (H SG

374

B-20

DA-06

DA-09 X

X

375 X

37 9

377

X

37 8 X

B/ D)

C)

B-21IR

37

7

X

DELINEATED DRAINAGE AREAS

B/

(H S

G

X

M

n

FLOW ARROW X

W-5 X

EXISTING DRAINAGE DITCH

B/D)

EIA (HSG

A/D)

X

W-4

5

EXISTING FENCE TO BE REMOVED

DRAFT

AREAS WITH SOLAR PANELS INSTALLED ON CONTINUOUS SLOPES >/= 8%

X

Mn (HSG

39

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

SOIL BOUNDARY

X

X

D)

A/

SG

(H SG

X

/D )

D)

(H

PROPOSED LIMITS OF TREE CLEARING

X

fA

n

380

X

SG

X

D)

A/

37 7

PROPOSED LIMITS OF FILTER SOCK

DA-11

C)

(H

SG

M

B-21A

Ga B

(H

SG (H

6

EXISTING MONITORING WELL PROPOSED LIMITS OF DISTURBANCE

X

B

)

37

W

STAKES FOR FILTER SOCK INSTALLED IN LIMITS OF C&D LANDFILL TO BE EMBEDDED A MAXIMUM OF 6 INCHES

400

fA

/D)

W

GA

B/D

B-20B

405

DA-10

Ga

(HS

HSG

1 105' OF FILTER SOCK TO BE C-302 INSTALLED ALONG CONTOUR (TYP)

X

GB

B-21A

X

HS

B-20A

GaB

B(

EXISTING C&D LANDFILL VENT

X

370

Ph

5 37

41 0

APPROX. EXTENTS OF ASPHALT CAPPED HAZ. WASTE LANDFILL

X

3255' OF FILTER SOCK TO BE INSTALLED 1 AROUND ENTIRE WORK AREA PRIOR TO C-302 ANY GROUND DISTURBANCE

2760 KENMORE AVE #101 TONAWANDA, NY14150

X

DA-08

EXISTING CULVERT

X

X

D

X

GaA (HSG A/

370

369

TM MONTANTE SOLAR DEVELOPMENT, LLC

EXISTING DRAINAGE DITCH

GaA (HS G

X

DA-07

XWfA (HSG C)

ANY MINIMAL DISTURBANCE WITHIN THE C&D LANDFILL IS SUBJECT TO APPROVAL BY NYSDEC DIVISION OF ENVIRONMENTAL REMEDIATION (I.E., STAKING OF TEMPORARY E&S CONTROLS). SEE NOTE 4.

B-24A

PROPOSED 1' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

X

PROPOSED 2' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

X

SCALE IN FEET

aA

Ga

(H

368

G HS

240

X

HS A(

180

Wf

120

B/

X

60

n M

(H

SG

( Mn

D

D A/

SOLAR STUDY AREA

X

)

X

0

SG

X

367

)

( PhB

WORK IN PROGRESS - V.1

366

D

X

B-21DR

D

X

72' OF FILTER SOCK TO BE 1 INSTALLED ALONG C-302 CONTOUR (TYP)

D

6

X

37

X

2

X

PhB (HSG B/D)

37

100' OF FILTER SOCK TO BE INSTALLED ALONG CONTOUR (TYP)

374

X

X

373

PANEL BALLASTS WILL BE FIELD ADJUSTED, AS NECESSARY, TO AVOID DIRECT PLACEMENT WITHIN ON-SITE DRAINAGE CHANNELS.

374

0

375

39

NOTES 1. LIMITS OF DISTURBANCE = 17.5 ACRES LIMITS OF TREE CLEARING = 15.1 ACRES

1 C-302

Mn (HS G

5

RW-1

DA-04

X

DA-05

)

375

fA W

375

B-1

DA-03

G

S (H

C)

EXISTING BEDROCK TRENCH

37

5

4. PROPOSED PERVIOUS ACCESS DRIVE TO BE PROTECTED DURING CONSTRUCTION. CONSTRUCTION TRAFFIC TO USE TEMPORARY CONSTRUCTION ACCESSES SHOWN ON SHEET C-201.

X

)

X

X

X

X

B/D

X

G

X

X

X

G A/D)

X

EIA (H S

X X

Mn (HS G B/D)

X X

6. ALL SITE TRAFFIC AND EQUIPMENT IS NOT PERMITTED TO ENTER THE ASPHALT CAPPED HAZ. WASTE LANDFILL AREA OR C&D LANDFILL. LOADS SHALL BE MAINTAINED TO LESS THAN 10 PSI. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE EXISTING LANDFILL COVERS.

1 C-302

X

X

X

X

375

X

X

X

150' OF FILTER SOCK TO BE INSTALLED ALONG 8 37 (TYP) CONTOUR 379

HS B( Ph

1 C-302

X

X

7

ACCESS TO ASPHALT CAPPED LANDFILL AREA SHALL BE LIMITED DURING CONSTRUCTION (SEE NOTE 5)

X

/D)

384

(HS GA /D) (HS GC )

X

X

Wf A

EU

6 AUX

M

X

X

EIA

5

4

380

1 100' OF FILTER SOCK TO BE INSTALLED C-302 X

X

B-13

370

37 5

X

X

7

X

X

0

3

1 38

DA-01

3

38

7. DECOMPACTION OF ALL TEMPORARY CONSTRUCTION ACCESS DRIVES MAY BE REQUIRED IN ACCORDANCE WITH 2024 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION'S (NYSDEC) CONSTRUCTION GENERAL PERMIT (CGP) REQUIREMENTS.

2

379

DA-02

X

X

6 37 X

75

X

378

EXISTING DRAINAGE DITCH

X

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

X

6

DA-13

B-7 X

X378

X

37

X

X

X

X

X

X

X

X OHE

X

OHE

X

X

X

X

D

OHE

OHE

OHE

OHE

OHE

OHE

OHE

n

SG

376

B/ D)

D)

B/

SG

D

M

(H

OHE

OHE

OHE

E

GA HS IA (

OHE

2 C-300

TEMPORARY STABILIZED SITE ENTRANCE

X

OHE

X

OHE X

CARACAS DRIVE

X

OHE X

OHE X

OHE

X

OHE

X

OHE

X

377

376

OHE

OHE D

X

2 C-300

X

X

X

X OHE X

(H

A

EI

SG (H

OHE

n

7

OHE

/D)

D)

B/

M

D

37

OHE

X

X

375 OHE

X

379

X

X

D D

37

378

377

137' OF FILTER SOCK TO BE 1 C-302 INSTALLED ALONG CONTOUR (TYP)

5. REFER TO NOTES ON G-100 REGARDING CONSTRUCTION SEQUENCE FOR GRADING AND EROSION AND SEDIMENT CONTROLS.

X

140' OF FILTER SOCK TO BE INSTALLED ALONG CONTOUR (TYP)

X

GB (HS S

DA-12

377

)

371

X

D

/D GB

(H Mn

X

X

D

371

EIA

EXISTING UNPAVED DRIVE

X

376

X

X

373 372

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

3. A MINIMUM SETBACK OF 30 FEET TO BE ESTABLISHED AROUND ALL MONITORING WELLS WITHIN THE PROPOSED WORK AREA.

X

X

3

G

HS

( Mn

X

D B/

X

45' OF FILTER SOCK TO BE 1 INSTALLED ALONG CONTOUR (TYP) C-302 80

X

2. LANDFILL VENTS ARE TO BE PROTECTED DURING CONSTRUCTION.

X

38

RW-2

BcB (HSG D)

EIA (HSG B/D)

X

WfA (HSG C)

B/D)

X

D

OHE

OHE

OHE

OHE

377

TEMPORARY STABILIZED SITE ENTRANCE

377

380

OHE

OHE

OHE

OHE

8. FILTER SOCKS INTERIOR TO THE LOD ARE TO BE INSTALLED DOWNSTREAM OF ACTIVE TREE CLEARING AND MAINTAINED UNTIL FINAL STABILIZATION. FILTER SOCKS INTERIOR TO THE LOD MAY BE MOVED TO LOCATIONS APPROXIMATE TO THOSE SHOWN ON THE PLANS TO ALLOW FOR SOLAR ARRAY INSTALLATION. 7. STORMWATER CONTROLS ARE SUBJECT TO REVIEW AND APPROVAL BY THE TOWN ENGINEER/MS4 REVIEWER AND BY NYSDEC.

EROSION AND SEDIMENT CONTROLS PLAN

C-201 Sheet:

06 of

11

LEGEND

X

X

SOLAR STUDY AREA PARCEL BOUNDARY

3

X

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

2

7

OHE

100 FT STREAM SETBACK

X

M

OHE

EXISTING OVERHEAD ELECTRIC

X

EXISTING CHAIN LINK FENCE

X

PROPOSED CHAIN LINK FENCE

5

PROPOSED 4 EQUIPMENT PAD C-300

PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC

PROPOSED LIMITS OF DISTURBANCE

2760 KENMORE AVE #101 TONAWANDA, NY14150

PROPOSED FILTER SOCK

PROPOSED EMERGENCY ACCESS TURNAROUND

AUX

70'

6

X

OHE

ALL PROJECT ELECTRICAL GROUNDING PLATES TO BE LIMITED TO LOCATIONS AROUND PERIMETER OF EQUIPMENT PAD

OHE

PROPOSED OVERHEAD ELECTRIC

EU

PROPOSED UNDERGROUND ELECTRIC

X

PROPOSED 35' LONG 12"Ø REINFORCED CONCRETE PIPE CULVERT

2%

X

OHE

2%

OHE

377

378

376

377

378

379

377

4

X

378

380

X

377

376

OHE

OHE

PROPOSED LIMITS OF TREE CLEARING EU

X

R28.00 (TYP)

OHE

EU

2 C-300

PROPOSED ACCESS DRIVE

X

1 C-300

X

EU

OHE

NOTES

EU

376

X

OHE

PROPOSED SOLAR ARRAY (TYP) 1. PROPOSED PERVIOUS ACCESS DRIVE TO BE PROTECTED DURING CONSTRUCTION. CONSTRUCTION TRAFFIC TO USE TEMPORARY CONSTRUCTION ACCESSES SHOWN ON SHEET C-201.

377 EU

378

X

OHE

EU

50'

OHE

2%

X

WORK IN PROGRESS - V.1

X

OHE

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

34'

169'

1+00 X

1

3. DECOMPACTION OF ALL TEMPORARY CONSTRUCTION ACCESS DRIVES MAY BE REQUIRED IN ACCORDANCE WITH 2024 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION'S (NYSDEC) CONSTRUCTION GENERAL PERMIT (CGP) REQUIREMENTS.

EU

X

2%

OHE

2. REFER TO NOTES ON G-100 REGARDING CONSTRUCTION SEQUENCE FOR GRADING AND EROSION AND SEDIMENT CONTROLS.

1+75

EU

0+00

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

OHE

EU

X

DRAFT

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

OHE

X

OHE

X

OHE

3 PROPOSED ACCESS GATE C-301

PROPOSED UTILITY POLE (TYP) X

OHE X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

1 PROPOSED FILTER SOCK (TYP) C-302

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

OHE OHE OHE

1 C-301

2A C-301

2B PROPOSED PERIMETER FENCE C-301

0

10

20

30

40

SCALE IN FEET

PROPOSED GRADE 390

380

380

370 0+00

1+00 STATION IN FEET

EXISTING GRADE

PROPOSED GENERAL FILL

370 1+75

ELEV. IN FEET

ELEV. IN FEET

390

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

PROPOSED SUBGRADE PROPOSED 35' LONG 12"Ø REINFORCED CONCRETE PIPE CULVERT HORIZ.

0

10

20

30

40

VERT.

0

10

20 SCALE IN FEET

30

40

1

PROPOSED ACCESS ROAD GRADING PLAN

C-202 Sheet:

07 of

11

5

WORK IN PROGRESS - V.1

LEGEND

36 0

36

NOW OR FORMALLY HE MEADOWS OF WEBSTER 5B 360/68-70 16.11 ACRES

NOW OR FORMALLY REMAINING LAND LABELLA TERRA 5B 360/68-70 151.67 ACRES

363

2 36 365

364

SOLAR STUDY AREA PARCEL BOUNDARY EXISTING BUILDING

5

36

X

OHE

X

368

X

X

X

X

X

CONSTRUCTION PHASING 36

B-20

5

376 X

37 2 X

0 37

370

XEROX TO RE-PAVE THE ASPHALT LANDFILL

Schedule TBD

INSTALL EROSION AND SEDIMENT CONTORLS

INSTALL PERIMETER EROSION AND SEDIMENT CONTROLS

Schedule TBD

INSTALL STABILIZED CONSTRUCTION ENTRANCES

Schedule TBD

CONDUCT TREE CLEARING

Schedule TBD

INSTALL GRAVEL DIAPHRAGM INSTALL EQUIPMENT PAD

Schedule TBD

INSTALL UTILITY POLES

Schedule TBD

INSTALL ELECTRIC LINES

Schedule TBD

INSTALL SOLAR ARRAYS

Schedule TBD

INSTALL PERVIOUS SITE ENTRANCE

Schedule TBD

PROPOSED LIMITS OF FILTER SOCK

CONDUCT FINAL STABILIZATION CONDUCT FINAL SITE INSPECTION

Schedule TBD Schedule TBD

EXISTING FENCE TO BE REMOVED

REMOVE EROSION AND SEDIMENT CONTROLS

Schedule TBD

PROPOSED LIMITS OF DISTURBANCE

37

7

SOLAR ARRAY INSTALLATION

380

X

6

PROPOSED UTILITY POLE

37

X

7

400

FINAL SITE STABILIZATION

X

X

W-5

PROPOSED SITE ACCESS DRIVE PROPOSED LIMITS OF TREE CLEARING

OHE

X

B-21IR

PROPOSED UNDERGROUND ELECTRIC

Schedule TBD

X

B-21A

EU

OHE

377

8 37 37

X

B-20B

PROPOSED OVERHEAD ELECTRIC

OHE

9 37

X

X

GRADING AND UTILITY INSTALLATION

X

THE FENCE LINE ALONG THE WESTERN BOUNDARY OF THE C&D LANDFILL IS SUBJECT TO FURTHER DISCUSSION AND APPROVAL BY NYSDEC DIVISION OF ENVIRONMENTAL REMEDIATION (I.E., LAYOUT MAY 405 SHIFT TO CONFORM TO TOPOGRAPHY OR THE FENCE MAY BE PERMITTED TO BE CONSTRUCTED WITH POUNDED POSTS AS OPPOSED TO BALLASTED FOUNDATIONS)

OHE

375

X

X

5

B-20A

OHE

X

TREE CLEARING

37

370

0

EXISTING MONITORING WELL

PRE-CONSTRUCTION

X

41

PROPOSED CHAIN LINK FENCE

EXISTING C&D LANDFILL VENT

OHE

X

374

OHE

373 X

ANY MINIMAL DISTURBANCE WITHIN THE C&D LANDFILL IS SUBJECT TO APPROVAL BY NYSDEC DIVISION OF ENVIRONMENTAL REMEDIATION (I.E., STAKING OF TEMPORARY E&S CONTROLS). SEE NOTE 5.

2760 KENMORE AVE #101 TONAWANDA, NY14150

APPROX. EXTENTS OF ASPHALT CAPPED HAZ. WASTE LANDFILL

1

37

EXISTING CHAIN LINK FENCE

APPROX. EXTENTS OF C&D LANDFILL

370

369

B-24A

B-21A

OHE

X

X

OHE

NOW OR FORMALLY XEROX-ALDER SUB 365/34 165.72 ACRES

PROPOSED 1' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

X

36 9

X

X

PROPOSED 2' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

TM MONTANTE SOLAR DEVELOPMENT, LLC

OW-320N

70

3

B-24

B-24B

3 C-301

PROPOSED ACCESS GATE

PREPARED FOR:

EXISTING BEDROCK TRENCH OHE

2B PROPOSED PERIMETER FENCE C-301

DELINEATED STREAM

LIMITS OF DISTURBANCE (17.5 ACRES)

X

2A C-301

X

X

1 C-301

3 PROPOSED BALLASTED SOLAR ARRAYS C-300

X

367

DELINEATED WETLAND

365

366

PROPOSED 4' WIDE GRAVEL 2 DIAPHRAGM SECTION C-302

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

PROPOSED STAGING AREAS OHE

X

X D

GEOBALLAST FOUNDATIONS WILL BE FIELD-ADJUSTED TO AVOID THE APPROXIMATE BEDROCK TRENCH LOCATION SHOWN

X

6 37

OHE

X

X

X

RW-2 5

PROPOSED LAYDOWN AREA. SHEET G-100 FOR SOIL RESTORATION NOTES.

RW-1

X

X

X

B-1

3

AUX

M

EU

PROPOSED 4 EQUIPMENT PAD C-300

378 OHE

8

X

37

X

OHE

370

OHE

B-13

378

X

378X

X

X

X

PROPOSED 35' LONG 12"Ø RCP CULVERT. SEE SHEET C-202 FOR PERVIOUS ACCESS ROAD GRADING AND PROFILE.

X

AUX

X

EU

6

X

1 38

X

377

376

X

X

379 X

378 X X

X

X

X

X

X

X

X

OHE

OHE

OHE

OHE

OHE

OHE

OHE X

OHE X

OHE

X

OHE X

OHE X

OHE X

OHE

X

X

X

OHE

OHE

D

D OHE

OHE

OHE

OHE

377

X

76 3 OHE

6 37 OHE

OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE OHE

OHE

377

CARACAS DRIVE TEMPORARY STABILIZED SITE ENTRANCE

5. REFER TO NOTES ON G-100 REGARDING CONSTRUCTION SEQUENCE FOR GRADING AND EROSION AND SEDIMENT CONTROLS. 6. ALL SITE TRAFFIC AND EQUIPMENT IS NOT PERMITTED TO ENTER THE ASPHALT CAPPED HAZ. WASTE LANDFILL AREA OR USE FOR SITE ACCESS IN ANY CAPACITY. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE EXISTING LANDFILL COVERS. 7. DECOMPACTION OF ALL TEMPORARY CONSTRUCTION ACCESS DRIVES MAY BE REQUIRED IN ACCORDANCE WITH 2024 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION'S (NYSDEC) CONSTRUCTION GENERAL PERMIT (CGP) REQUIREMENTS.

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL

377 380

38

NO DISTURBANCE ALLOWED WITHIN FOOTPRINT OF ASPHALT CAPPED HAZ. WASTE LANDFILL (SEE NOTE 3) 37

6

TEMPORARY STABILIZED SITE ENTRANCE

SEE PROPOSED SITE ENTRANCE INSET

139 CARACAS DRIVE WEBSTER, NY

OHE

2 C-300

0

PROPOSED PERVIOUS ACCESS DRIVE TO BE INSTALLED DURING 1 2 FINAL SITE STABILIZATION. SEE C-300 C-300 NOTE 6, THIS SHEET. SEE SHEET C-202 FOR GRADING AND PROFILE.

OHE

CARACAS DRIVE

TEMPORARY STABILIZEDB-28A 2 SITE ENTRANCE C-300

PHASING PLAN

B-18A 384

7

37

B-28

PROPOSED SITE ENTRANCE INSET

B-18 B-18SR

OHE

PRIOR TO CONSTRUCTION, XEROX WILL REPAVE THE LANDFILL IN ACCORDANCE WITH THE TOWN'S REQUEST, PENDING NYSDEC APPROVAL 376

OHE

2 C-300

4. PROPOSED PERVIOUS ACCESS DRIVE TO BE PROTECTED DURING CONSTRUCTION. CONSTRUCTION TRAFFIC TO USE TEMPORARY CONSTRUCTION ACCESSES SHOWN ON SHEET C-201.

OHE

OHE

376

OHE

OHE

376

OHE

X OHE

377

R-88

0 OHE

X

D

X

CONNECTION TO EXISTING GRID

OHE

B-7

OHE

6 37

OHE

X

X

X

X

M

X

7

5

5

4

X

OHE

37

37

7

380

X

X

2

3

379

X

OHE

X

6

37

REMOVE SECTION OF EXISTING CHAIN LINK FENCE (SEE NOTE 4)

5 37

371

3 PROPOSED 20-FT WIDE SWING GATE C-301

OHE

377

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

X

X

X

OHE

X

379

375

X

X

X

X

8

37

3. A MINIMUM SETBACK OF 30 FEET TO BE ESTABLISHED AROUND ALL MONITORING WELLS WITHIN THE PROPOSED WORK AREA.

OHE

OHE

7

X

X

37

378

X

X

X

377

X

X

6

OHE

X

371

D

5

4

OHE

7

X

X

X

X

X

X

X

X

376

379

EU EU

OHE

PROPOSED LAYDOWN AREA. 373 SHEET G-100 FOR SOIL 372 RESTORATION NOTES.

X

375

OHE

5

375

380

2

X

37

X

38

1. LIMITS OF DISTURBANCE = 17.5 ACRES LIMITS OF TREE CLEARING = 15.1 ACRES

OHE

X

NOTES

2. LANDFILL VENTS ARE TO BE PROTECTED DURING CONSTRUCTION.

X

37 8

37

X

374

2

374

373

375

39 0

X

DRAFT

X

FILTER SOCK TO BE INSTALLED

D

B-21DR

1 AROUND ENTIRE WORK AREA PRIOR C-302 TO ANY GROUND DISTURBANCE

AREAS WITH SOLAR PANELS INSTALLED ON CONTINUOUS SLOPES >/= 8%

W-4

5

OHE

39

80

160 SCALE IN FEET

240

320

C-203 Sheet:

08 of

11

WORK IN PROGRESS - V.1

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC 2760 KENMORE AVE #101 TONAWANDA, NY14150

NOTE

2

1. TEMPORARY ACCESS ROAD DETAIL PROVIDED BY MONTANTE SOLAR DEVELOPMENT, LLC.

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

DRAFT

NOTE

1

1. PERVIOUS ACCESS ROAD DETAIL PROVIDED BY MONTANTE SOLAR DEVELOPMENT, LLC.

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

E

FOR REVIEW

H&A 12/11/25

D

FOR REVIEW

H&A 10/02/25

C

FOR REVIEW

H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

NOTE

4

DETAILS

1. EQUIPMENT PAD DETAIL PROVIDED BY MONTANTE SOLAR DEVELOPMENT, LLC.

NOTE

3

1. GEOBALLAST DATA SHEET PROVIDED BY MONTANTE SOLAR DEVELOPMENT, LLC.

C-300 Sheet:

09 of

11

WORK IN PROGRESS - V.1

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com PREPARED FOR:

TM MONTANTE SOLAR DEVELOPMENT, LLC 2760 KENMORE AVE #101 TONAWANDA, NY14150

2A

BALLASTED FENCE POST FOOTING DETAIL SCALE: NOT TO SCALE CHAIN LINK MATCH EXISTING MESH AND GAUGE TOP SELVAGE TWISTED

DOME TOP

END POST CORNER POST

1

7' BALLASTED CHAIN-LINK FENCE DETAIL

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

RAIL TIE

TENSION BAND 12" O.C.

TENSION BAR

BRACE RAIL 1 - 5/8" OD LINE POST TIE 12" O.C.

7'

BRACE BAND

HOG RING 18" O.C.

TRUSS ROD ADJUSTING UNIT

DRAFT

BOTTOM SELVAGE KNUCKLED

TENSION WIRE 7 GAUGE

TRUSS ROD ADJUSTING UNIT

4'

ADJUSTABLE TRUSS ROD 3 8" DIAMETER

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

10' MAX SPACING

20'-0"

2B

DRIVEN FENCE POST FOOTING DETAIL SCALE: NOT TO SCALE

E

FOR REVIEW

H&A 12/11/25

D C

FOR REVIEW FOR REVIEW

H&A 10/02/25 H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

DETAILS

3

20' WIDE BALLASTED DUAL SWING GATE DETAIL SCALE: NOT TO SCALE

4

20' WIDE BALLASTED DOUBLE SWING GATE POST FOOTING DETAIL SCALE: NOT TO SCALE

C-301 Sheet:

10 of

11

WORK IN PROGRESS - V.1

2"x2" WOOD STAKE, EVERY 10' AND AT ENDS OF COMPOST FILTER SOCK COMPOST FILTER SOCK

WOOD STAKE TO ONLY PENETRATE NETTING

FLOW

NOTES:

NOTES:

1.

COMPOST FILTER SOCKS SHALL CONFORM TO THE NEW YORK STATES STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROLS, 2016.

1.

GRAVEL FILL MATERIAL SHALL CONSIST OF NYSDOT NO. 4 CLEAN, DURABLE, SHARP ANGLED CRUSHED STONE OF UNIFORM QUALITY, MEETING THE SPECIFICATIONS OF NYSDOT ITEM 703-02 SIZE DESIGNATION 4 OF TABLE 703-4.

2. 2.

COMPOST FILTER SOCKS SHALL BE A MINIMUM 12" DIAMETER.

TO MINIMIZE SEDIMENT ACCUMULATION IN THE GRAVEL DIAPHRAGM, THE GEOTEXTILE FABRIC SHALL BE WRAPPED OVER THE TOP UNTIL FINAL STABILIZATION IS ACHIEVED. THE FABRIC FOLD SHOULD ORIGINATE FROM THE UPGRADIENT SIDE.

3.

COMPOST FILTER SOCKS SHALL BE INSTALLED ALONG A LEVEL GRADE WITH ENDS OVERLAPPING.

3.

THE GRAVEL DIAPHRAGM SHALL NOT BE DRIVEN UPON DURING SOLAR PANEL CONSTRUCTION ACTIVITIES UNLESS THE GRAVEL IS PROTECTED WITH A RIGID BARRIER SUCH AS PLYWOOD OR CONSTRUCTION EQUIPMENT IS CONSIDERED TO BE LOW GROUND PRESSURE EQUIPMENT TO MINIMIZE COMPACTION.

4.

COMPOST FILTER SOCKS TO BE WESTERN GREEN STRAW WATTLE OR APPROVED EQUAL.

4.

GRAVEL DIAPHRAGM IS TO BE INSTALLED ALONG THE CONTOUR AS SHOWN ON THESE DESIGN PLANS.

5.

THE GRAVEL DIAPHRAGM SHALL NOT BE INSTALLED WITHIN THE LIMITS OF THE EXISTING CONSTRUCTION AND DEMOLITION (C&D) LANDFILL. THE CONTRACTOR IS TO COORDINATE WITH THE OWNER TO VERIFY THE LIMITS OF THE C&D LANDFILL BEFORE GRAVEL DIAPHRAGM CONSTRUCTION. THE GRAVEL DIAPHRAGM SHALL BE OFFSET FROM THE C&D LANDFILL AS NECESSARY.

5.

COMPOST FILTER SOCKS ARE NOT TO BE USED IN CONCENTRATED FLOW SITUATIONS.

6.

ROUTINELY INSPECT COMPOST FILTER SOCKS AFTER EACH SIGNIFICANT RAIN, MAINTAINING WATTLES IN A FUNCTIONAL CONDITION AT ALL TIMES.

7.

REMOVE SEDIMENTS COLLECTED AT THE BASE OF THE COMPOST FILTER SOCKS WHEN THEY REACH 1/3 OF THE EXPOSED HEIGHT OF THE PRACTICE.

PROPOSED MIRAFI 160-N FILTER GEOTEXTILE

WHERE THE COMPOST FILTER SOCK DETERIORATES OR FAILS, IT WILL BE REPAIRED OR REPLACED WITH A MORE EFFECTIVE ALTERNATIVE.

TOPSOIL

FINISH GRADE

2"

8. 6" MAX. 9.

TRAFFIC SHALL NOT BE PERMITTED TO CROSS FILTER SOCKS.

TM MONTANTE SOLAR DEVELOPMENT, LLC 2760 KENMORE AVE #101 TONAWANDA, NY14150

EXISTING UNDISTURBED SOIL 1' MIN.

11. FILTER SOCK STAKES TO BE EMBEDDED A MAXIMUM OF 6" PER SPECIFIC REQUESTS FROM THE NYSDEC DIVISION OF ENVIRONMENTAL REMEDIATION.

1' MIN. TO 4' MAX. SEE SHEETS C-200 AND C-201 FOR SECTION WIDTHS

12. UPON ACHIEVING FINAL STABILIZATION AND DURING FILTER SOCK REMOVAL, STAKES SHALL BE PULLED AND ANY RESULTING VOIDS SHALL BE BACKFILLED WITH CLEAN SOIL, AS NEEDED.

1

PREPARED FOR:

NYSDOT NO. 4 SHARP ANGLED CRUSHED STONE

10. REMOVAL - COMPOST FILTER SOCKS WILL BE DISPERSED ON SITE WHEN NO LONGER REQUIRED IN SUCH AS WAY AS TO FACILITATE AND NOT OBSTRUCT SEEDINGS.

COMPOST FILTER SOCK

H & A OF NEW YORK ENGINEERING AND GEOLOGY, LLP 260 E. Main Street, Suite 2100 Rochester, NY 14604 Tel: 585.359.9000 www.haleyaldrich.com

2

THIS IS A COLOR DRAWING. INFORMATION WILL BE LOST IF REPRODUCED IN BLACK AND WHITE.

DRAFT

0205399 SHOWN DECEMBER 2025 SRG, JC SRG, JC SRG, ND ND

E

FOR REVIEW

H&A 12/11/25

D C

FOR REVIEW FOR REVIEW

H&A 10/02/25 H&A 09/17/25

B

FOR REVIEW

H&A 08/27/25

A FOR REVIEW Rev. Description

H&A 08/11/25 By Date

MONTANTE XEROX SOLAR DEVELOPMENT DESIGN SUBMITTAL 139 CARACAS DRIVE WEBSTER, NY

DETAILS

C-302 Sheet:

11 of

11

APPENDIX I Federal and State Mapped Water Resources USACE Permit Authorization NYSDEC Confirmation Letter of No Wetland Jurisdiction

GRAND MEADOW S WAY

R3UBH

AS CL

LEGEND

STUDYAR EA

S C

E PIN

R4SBC

K LA

NYSDECMAPPEDSTR EAM

R4SBCx

ES

NYSDECMAPPEDWETLAND

L TR

NWIMAPPEDWETLAND

SC CL AS

CL AS

S

C

PEM1C

PEM1C

R4SBAx PFO1Bd

PFO1Bd

R4SBC

NOTES 1.NYSDECWETLANDDATASOUR CE:COR NELLGI SR EPOSI TOR Y 2.NWIWETLANDDATASOUR CE:U. S.FI SHANDWI LDLI FESER VI CE

PFO1Bd

3. AER I ALI MAGER YSOUR CE:ESR IWOR LDI MAGER Y

PFO1Bd

RESENDE RD

CARACUS DR

CARACAS DR 0

300

600

SCALEI NFEET

R4SBAx

DENHAM RD

EBINA DR

SC

AS CL

GI SFI LEPATH:\ \ hale yald r ic h. c om \ shar e\ CF\ Pr oje c ts\ 0205399\ Global\ GI S\ Maps\ 202410\ 0205399_002_0003_MAPPED_AQUATI C_R ESOUR CES_D3. m xd ― USER :klod g e ― LASTSAVED:10/ 31/ 20249: 42: 24AM

PEM1C

TM MONTANTESOLAR DEVELOPMENTLLC XER OXLANDFI LLSOLAR PR OJECT TOWNOFWEBSTER MONR OECOUNTY,NEW YOR K

CARACUS DR

FEDER ALANDSTATE MAPPEDAQUATI CR ESOUR CES SCALE:ASSHOWN OCTOBER 2024

FI GUR E3

DEPARTMENT OF THE ARMY U.S. ARMY CORPS OF ENGINEERS BUFFALO DISTRICT 478 MAIN STREET BUFFALO, NY 14202-3278

July 10, 2025 Regulatory Branch SUBJECT: Transmittal Department of the Army No. LRB-2025-00319, Nationwide Permit No. 51 as Published in the Federal Register, Volume 86, No. 8 on Jan. 13, 2021.

TM Montante Solar Development, LLC Katie Soscia 2760 Kenmore Ave Tonawanda, NY 14150 Dear Ms. Soscia: This pertains to your application for a Department of the Army permit to discharge fill material (3 ft. x.2 ft. x 2 ft. tall, geoballasts) into 0.03 acre of federally regulated wetlands and 0.01acre of federally regulated ditches for the construction of a solar PV system on a 20 acre parcel located at 139 Caracas Drive in the Town of Webster, Monroe County New York. See Sheets 1-5 of 5 attached. I have evaluated the impacts associated with your proposal, and have concluded that they are authorized by the enclosed Nationwide Permit (NWP) provided that the attached conditions are satisfied. Verification of the applicability of this NWP is valid until March 14, 2026 unless the NWP is modified, suspended, revoked, or the activity complies with any subsequent permit modification. Please note in accordance with 33 CFR part 330.6(b), that if you commence or are under contract to commence an activity in reliance of the permit prior to the date this NWP expires, is suspended or revoked, or is modified such that the activity no longer complies with the terms and conditions, you have twelve months from the date of permit modification, expiration, or revocation to complete the activity under the present terms and conditions of the permit, unless the permit has been subject to the provisions of discretionary authority. It is your responsibility to remain informed of changes to the NWP program. A public notice announcing any changes will be issued when they occur and will be available for viewing at our website: http://www.lrb.usace.army.mil/Missions/Regulatory.aspx. Finally, note that if your activity is not undertaken within the defined period or the project specifications have changed, you must immediately notify this office to determine the need for further approval or reverification. Your initiation of work as authorized by the enclosed NWP acknowledges your acceptance of the general and special conditions contained therein. This affirmation is limited to the

-2-

-3-

Questions pertaining to this matter should be directed to me at (716) 879-4121 by writing to the following address: U.S. Army Corps of Engineers Regulatory Branch 478 Main Street Buffalo NY 14202 or by e-mail at: Ernest.A.Francisco@usace.army.mil. Sincerely,

U.S. Army Corps of Engineers (USACE) NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND

Form Approved -

REQUEST FOR APPEAL

OMB No. 0710-0003

For use of this form, see Section 404 of the Clean Water Act, Section 10 of the Rivers and Harbors Act of 1899, and Section 103 of the Marine Protection, Research, and Sanctuaries Act; the proponent agency is CECW-COR.

Expires 2027-10-31

DATA REQUIRED BY THE PRIVACY ACT OF 1974 Authority

The authorities for requesting this information are Sections 9, 10, 13, and 14, Rivers and Harbors Act of March 3, 1899; Section 404, Clean Water Act; and Section 103 Marine Protection Research and Sanctuaries Act of 1972.

Principal Purpose This information serves as notification to affected parties regarding the USACE administrative appeal options and process, as well as to facilitate requests for appeal of USACE decisions with which they disagree. Routine Uses

Disclosure

Disclosure of this information is voluntary on your part. However, failure of individual to provide requested information could result in inability to determine all pertinent information regarding a Department of the Army permit matter. The Agency Disclosure Notice (ADN)

The Public reporting burden for this collection of information, 0710-0003, is estimated to average 1 hour per response, including time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding the burden estimate or burden reduction suggestions to the Department of Defense, Washington Headquarters Services, at whs.mc-alex.esd.mbx.dd-dod-information-collections@mail.mil. Respondents should be aware that notwithstanding any other provision of law, no person shall be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. PURPOSE: This form is used to facilitate the initiation of the administrative appeals process. The appeals process allows an affected party to pursue an administrative appeal of certain Corps of Engineers decisions with which they disagree. Upon release, this form will also be available on the Corps website https://www.usace.army.mil/Missions/Civil-Works/Regulatory-Program-and-Permits/ Applicant:

TM Montante Solar Development, LLC

Documents Attached (select all that apply): INITIAL PROFFERED PERMIT (Standard Permit or Letter of Permission)

A

PROFFERED PERMIT (Standard Permit or Letter of Permission)

B

PERMIT DENIAL WITHOUT PREJUDICE

C

PERMIT DENIAL WITH PREJUDICE

D

APPROVED JURISDICTIONAL DETERMINATION

E

PRELIMINARY JURISDICTIONAL DETERMINATION

F SECTION I

The following identifies your rights and options regarding an administrative appeal of the above decision. Additional information may be found at https://www.usace.army.mil/Missions/Civil-Works/Regulatory-Program-and-Permits/appeals/ or Corps regulations at 33 CFR Part 331. A: INITIAL PROFFERED PERMIT: You may accept or object to the permit ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in Section B below.

ENG FORM 6287, OCT 2024

PREVIOUS EDITIONS ARE OBSOLETE.

Page

1 of

3

B: PROFFERED PERMIT: You may accept or appeal the permit ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice.

D: PERMIT DENIAL WITH PREJUDICE: You may appeal the permit denial You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice.

E: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information for reconsideration ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of this notice means that you accept the approved JD in its entirety and waive all rights to appeal the approved JD. APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. RECONSIDERATION: You may request that the district engineer reconsider the approved JD by submitting new information or data to the district engineer within 60 days of the date of this notice. The district will determine whether the information submitted qualifies as new information or data that justifies reconsideration of the approved JD. A reconsideration request does not initiate the appeal process. You may submit a request for appeal to the division engineer to preserve your appeal rights while the district is determining whether the submitted information qualifies for a reconsideration. F: PRELIMINARY JURISDICTIONAL DETERMINATION: Not appealable You do not need to respond to the Corps regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also, you may provide new information for further consideration by the Corps to reevaluate the JD. POINT OF CONTACT FOR QUESTIONS OR INFORMATION: If you have questions regarding this decision you may contact: Name:

Andy Francisco

USACE Buffalo District, Regulatory Branch Street Address, 478 Main Street City, State: Buffalo, NY 14202

If you have questions regarding the appeal process, or to submit your request for appeal, you may contact: Name:

Suzanne Chubb, Regulatory Program Manager

USACE, Great Lakes & Ohio River Division Street Address, 550 Main Street, Room 10-780, CELRD-PD-O City, State: Cincinnati, Ohio 45202-3222

Phone:

716-879-4121

Phone:

(513) 218-1243

Email:

ernest.a.francisco@usace.army.mil

Email:

suzanne.l.chubb@usace.army.mil

ENG FORM 6287, OCT 2024

Page

2 of

3

Telephone number

Signature of appellant or agent

Date

ENG FORM 6287, OCT 2024

Page

3 of

3

Appendix 2 - PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM 30-JUN-2024 BACKGROUND INFORMATION A. REPORT COMPLETION DATE FOR PJD: 10-JUL-2025 B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Soscia, Katie Tm Montante Solar Development Llc 2760 Kenmore Ave Tonawanda, NY 14150 C. DISTRICT OFFICE, FILE NAME, AND NUMBER: LRB, TM Montante Solar Development LLC - 139 Caracas Drive Solar Project , LRB-2025-00319 D. PROJECT LOCATION AND BACKGROUND INFORMATION: (USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR AQUATIC RESOURCES AT DIFFERENT SITES) State: NY County/Parish/Borough: Monroe County City: Center coordinates of site (lat/long in degree decimal format): Lat.: 43.231944o Long.: -77.404167o Universal Transverse Mercator: 18 Name of nearest waterbody: Fourmile Creek E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY): Office (Desk) Determination. Date: July 8, 2025 Field Determination. Date(s):

TABLE OF AQUATIC RESOURCES IN REVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY JURISDICTION. Site Number

East Ditch North Ditch A North Ditch B Stream KL3 West Ditch Wetland KLA Wetland KLB Wetland KLC Wetland KLC (PEM)

Latitude (decimal degrees)

Longitude (decimal degrees)

Estimated amount of aquatic resource in review area (acreage and linear feet, if applicable)

Type of aquatic resource (i.e., wetland vs. nonwetland waters)

43.232926 43.233956 43.233746 43.234314 43.23292 43.232952 43.233481 43.233886 43.23349

-77.410216 -77.411184 -77.41087 -77.412757 -77.41298 -77.412837 -77.412002 -77.413172 -77.41342

225 feet 600 feet 185 feet 1625 feet 260 feet 0.27 acres 0.94 acres 0.93 acres 2.04 acres

Non-wetland waters Non-wetland waters Non-wetland waters Non-wetland waters Non-wetland waters Wetland Wetland Wetland Wetland

Geographic authority to which the aquatic resource "may be" subject (i.e., Section 404 or Section 10/404) Section 404 Section 404 Section 404 Section 404 Section 404 Section 404 Section 404 Section 404 Section 404

1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an approved JD (AJD) for that review area based on an informed decision after having discussed

1

Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action. Page 1 of 3

Appendix 2 - PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM 30-JUN-2024 the various types of JDs and their characteristics and circumstances when they may be appropriate. 2) In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General Permit (NWP) or other general permit verification requiring "pre-construction notification" (PCN), or requests verification for a non-reporting NWP or other general permit, and the permit applicant has not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the permit applicant has elected to seek a permit authorization based on a PJD or no JD whatsoever, which do not make an official determination of jurisdictional aquatic resources; (2) the applicant has the option to request an AJD before accepting the terms and conditions of the permit authorization, and that basing a permit authorization on an AJD could possibly result in less compensatory mitigation being required or different special conditions; (3) the applicant has the right to request an individual permit rather than accepting the terms and conditions of the NWP or other general permit authorization; (4) the applicant can accept a permit authorization and thereby agree to comply with all the terms and conditions of that permit, including whatever mitigation requirements the USACE has determined to be necessary; (5) undertaking any activity in reliance upon the subject permit authorization without requesting an AJD constitutes the applicant's acceptance of the use of the PJD or reliance on no JD whatsoever; (6) accepting a permit authorization (e.g., signing a proffered individual permit) or undertaking any activity in reliance on any form of USACE permit authorization based on a PJD or no JD whatsoever constitutes agreement that all aquatic resources in the review area affected in any way by that activity will be treated as jurisdictional, and waives any challenge to such jurisdiction in any administrative or judicial compliance or enforcement action, or in any administrative appeal or in any Federal court; and (7) whether the applicant elects to use either an AJD or a PJD, the.JD will be processed as soon as practicable. Further, an AJD, a proffered individual permit (and all terms and conditions contained therein), or individual permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it becomes appropriate to make an official determination whether geographic jurisdiction exists over aquatic resources in the review area, or to provide an official delineation of jurisdictional aquatic resources in the review area, the USACE will provide an AJD to accomplish that result, as soon as is practicable. This PJD finds that there “may be” waters of the U.S. and/or that there “may be” navigable waters of the U.S. on the subject review area, and identifies all aquatic features in the review area that could be affected by the proposed activity, based on the following information: SUPPORTING DATA. Data reviewed for PJD (check all that apply) Checked items should be included in subject file. Appropriately reference sources below where indicated for all checked items: _x__ Maps, plans, plots or plat submitted by or on behalf of the PJD requestor: Map: Wetland Delineation Map included with Wetland Delineation Report, Haley & Aldrich, Nov. 6, 2024 (WDR). _x__ Data sheets prepared/submitted by or on behalf of the PJD requestor. _x__ Office concurs with data sheets/delineation report. ___ Office does not concur with data sheets/delineation report. Rationale: ____________________. ___ Data sheets prepared by the Corps: ____________________________. ___ Corps navigable waters' study: ____________________________. ___ U.S. Geological Survey Hydrologic Atlas: ____________________________. 1

Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action. Page 2 of 3

Appendix 2 - PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM 30-JUN-2024 _x__ USGS NHD data. ___ USGS 8 and 12 digit HUC maps. _x__ U.S. Geological Survey map(s). Cite scale & quad name: _1:24K, Webster__________. _x__ USDA Natural Resources Conservation Service Soil Survey. Citation: __WDR________________________. _x__ National wetlands inventory map(s). Cite name: _USACE ORM Data layer & WDR__________. ___ State/Local Wetland Inventory map(s): ____________________________. ___ FEMA/FIRM maps: ____________________________ ___ 100-year Floodplain Elevation is: _______________. (National Geodetic Vertical Datum of 1929) ___ Photographs: _x__ Aerial (Name & Date): _Google Earth, all available years__. ___ or _x__ Other (Name & Date): __WDR, Nov. 6, 2024_. ___ Previous determination(s). File no. and date of response letter: __________________________. ___ Other information (please specify): ____________________________. IMPORTANT NOTE: The information recorded on this form has not necessarily been verified by the USACE and should not be relied upon for later jurisdictional determinations.

Name of Regulatory Staff Member Completing PJD Andy Francisco Name of Person Requesting PJD

Date

Signature of Regulatory Staff Member Completing PJD

July 10, 2025 Date

_________________________________ Signature of Regulatory Staff Member Completing PJD

Signature of Person Requesting PJD (REQUIRED, unless obtaining the Signature is Impracticable

_________________________________ Signature of Person Requesting PJD (REQUIRED, unless obtaining the signature is impracticable)1

1

Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action. Page 3 of 3

COMPLETION FORM / COMPLIANCE CERTIFICATION Each permittee who receives a Nationwide Permit (NWP) verification letter from the Corps must provide a signed certification documenting completion of the authorized activity and any compensatory mitigation. APPLICANT: Katie Soscia TM Montante Solar Development LLC 2760 Kenmore Ave Tonawanda, NY 14150

Upon completion of the activity authorized by this permit and any required compensatory mitigation sign this certification and return it to the address listed below within 30 days of project completion. Please note that your permitted activity is subject to a compliance inspection by a U.S. Army Corps of Engineers representative. If you fail to comply with this permit you are subject to permit suspension, modification, revocation, and/or assessment of administrative penalties. The permittee shall certify the completion of the authorized work and mitigation: a. The authorized work was done in accordance with the NWP authorization, including any general, regional, or activity specific conditions. b. The implementation of any required compensatory mitigation was completed in accordance with the permit conditions. If credits from a mitigation bank or in-lieu fee program are used to satisfy the compensatory mitigation requirements, this certification must include the documentation required by 33 CFR 332.3(1)(3) to confirm that the permittee secured the appropriate number and resource type of credits. __________________________________________ TM Montante Solar Development LLC; Katie Soscia

_________________________________________ Date

Compliance Coordinator Regulatory Branch U.S. Army Corps of Engineers 478 Main St Buffalo, NY 14202

KATHY HOCHUL Governor AMANDA LEFTON Acting Commissioner

LETTER OF NO JURISDICTION (Project) – FRESHWATER WETLANDS August 7, 2025 James Pippen Haley & Aldrich 260 E. Main Street, Suite 2100 Rochester, NY 14604 Sent via email to: JPIPPIN@HALEYALDRICH.COM Re: DEC Freshwater Wetlands Project Jurisdictional Determination for Xerox – Montante Solar Project located on Parcel no.065.02-1-40.111, Town of Webster, Monroe County Dear James Pippen, After reviewing the wetland delineation and site-specific development plans 2024-1106 Xerox Landfill Solar Delineation, dates 6 November 2024 you submitted for the above referenced parcel(s), the New York State Department of Environmental Conservation (DEC) has determined that: The project proposes no regulated activities within the boundary of state regulated freshwater wetlands and/or regulated adjacent areas. Therefore, in accordance with Article 24 of the Environmental Conservation Law (ECL) and 6 NYCRR Part 663, no freshwater wetlands permit is required for the project, as proposed. This letter shall remain valid until August 5, 2030. After that date, the wetland boundary must be re-validated by DEC staff which may require modifications from the original flagged boundary if changes in wetland field conditions are observed. Any modifications may require a new survey to ensure jurisdictional wetlands and adjacent areas are accurately represented in relation to project plans. Please note that this letter does not relieve you of the responsibility to obtain any necessary permits or approvals from other agencies or local municipalities. Pursuant to ECL section 24-0301(4), there is a rebuttable presumption that mapped and unmapped areas meeting the definition of a freshwater wetland are regulated and subject to permit requirements. Should the project plan you submitted as part of your request be altered, a new project jurisdictional determination may be needed to determine whether a permit is required. If you have questions regarding this determination, please email FWWjurisdiction@dec.ny.gov. Division of Fish and Wildlife | Bureau of Ecosystem Health 6274 East Avon Lima Rd, Avon, NY 14414 | www.dec.ny.gov | dec.sm.R8BEH@dec.ny.gov

NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Fish, Wildlife and Marine Resources | Region 8 Bureau of Habitat 6274 East Avon-Lima Road | Avon, NY 14414-9516 Phone: (585) 226-2466 | Fax: (585) 226-2830

Freshwater Wetlands Determination NAME

James Pippen ORGANIZATION

Haley & Aldrich

WETLAND ID#

DATE INVESTIGATION CONDUCTED

As delineated by H&A, Xerox Property Tax ID 065.02-1-40.111

8/7/2025

WETLAND LOCATION TOWN:

Webster

COUNTY:

Monroe

STREET ADDRESS

260 E. Main Street, suite 2100 CITY - VILLAGE - TOWN

STATE

ZIP CODE

Rochester

NY

1464

RE:

Wetlands KLA, KLB, and KLC Xerox Property Tax ID 065.02-1-40.111

This letter is in response to your inquiry regarding the applicability of Article 24 (Freshwater Wetland Act) regulations to the parcel of land in question. An investigation was conducted and, based on this determination, the Department of Environmental Conservation finds that the statements checked below apply to the subject property:

☐

A regulated Freshwater Wetland is located on or within 100 feet of this property, and regulated activities in the wetland or within the 100-foot adjacent area are subject to permit requirements.

☒

No regulated Freshwater Wetland is currently mapped on or within 100 feet of this property. Therefore, no New York Environmental Conservation Law Article 24 Freshwater Wetland permit is required at this time.

☐

The project, as described, is within 100 feet of a regulated wetland, and a wetland permit will be required prior to the commencement of the proposed project. Information about Freshwater Wetlands and regulated activities can be found on the Department’s Freshwater Wetlands web page: http://www.dec.ny.gov/lands/4937.html

☐

The property contains a regulated wetland and/or is within 100 feet of a wetland boundary, but the described project is located outside the regulated area and will not require a wetland permit.

☐

Please contact the U.S. Army Corps of Engineers (Buffalo office) at 716-879-4330 regarding any federally protected wetlands in the vicinity. http://www.lrb.usace.army.mil/Missions/Regulatory.aspx

☐

The boundary of the regulated wetland located on this property has been precisely delineated as follows:

This determination is to confirm the Wetland delineation submitted by Kim Lodge and James Pippin of Haley & Aldrich. The Lodge & Pippen study identifies 3 wetlands all within three wetlands (KLA, KLB, and KLC). BEH staff has completed a “desktop’ evaluation of the proposed project area and determined that all three wetlands are within 50M of each other. The total acreage of the three delineated wetlands is 4.1ac. The wetland outside of the study area does not appear to be greater that 3ac for a total wetland acreage of approximately 7±ac. The parcel Jurisdiction Determination for parcel - 065.02-1-40.111 indicate that there are regulated wetlands of unusual importance (Urban are) on the parcel. Regional staff has determined that the wetlands within the study/ project area are not within an urban area and all wetlands combined are less than 12.4 acers. As the wetland are not 12.4ac in size and do not meet the unusual importance criteria it has been determine that the Department does not have Article 24 Freshwater Wetlands Jurisdiction of the wetlands identified as KLA, KLB, and KLC. This determination is valid for a period of 5 years (Through August 5, 2030).

SIGNED:

08/07/2025

TITLE:

Biologist 2, R8 Manger BEH

Department wetland field delineations remain in effect for a period of five years, after which they are subject to revision at the Department’s discretion, due to changing site conditions. Measurements of the 100-foot adjacent area are done horizontally upland from the wetland boundary, not along the ground surface. Identification of the adjacent-area boundary, if done, is the responsibility of the landowner or project sponsor.

rev. 6/16/15 Wetland Determination.docx

µ

Webster KLC

KLC

KLB

KLC KLC

KLA

NYS ITS GIS Program Office, NYS ITS Geospatial Services

Legend Xerox, Solar Site Study Area Delineated_wetland

InformationalWetlandMapping_Region8_20250317

0

250

500

1,000

1,500

2,000 Feet

APPENDIX J Spill Prevention and Response Plans Preparedness, Prevention, and Contingency Plans

APPENDIX K Stormwater Calculations and Unified Stormwater Sizing Criteria (USSC)

DA-01

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 1.35 Acres Increased Impervious Areas from Panels – 0.39 Acres (16982 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 1.35

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 29% Precipitation (P) – 1” Rv – 0.31” Water Quality Volume – 0.03 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.02 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.97 3 3

100-Year 1.96 2.04 3.92

DA-02

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 1.24 Acres Increased Impervious Areas from Panels – 0.55 Acres (24041 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 1.24

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 45% Precipitation (P) – 1” Rv – 0.45” Water Quality Volume – 0.05 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.02 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 8.35 8.35 0

100-Year 14.03 14.03 0

DA-03

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.18 Acres Increased Impervious Areas from Panels – 0.03 Acres (1427 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 0.18

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 18% Precipitation (P) – 1” Rv – 0.21” Water Quality Volume – 0.003 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.001 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.19 0.2 5

100-Year 0.39 0.4 2.5

DA-04

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.16 Acres Increased Impervious Areas from Panels – 0.03 Acres (1427 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 0.16

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 11% Precipitation (P) – 1” Rv – 0.15” Water Quality Volume – 0.002 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.0008 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.14 0.14 0

100-Year 0.29 0.29 0

DA-05

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 3.65 Acres Increased Impervious Areas from Panels – 1.38 Acres (60248 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 3.65

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 38% Precipitation (P) – 1” Rv – 0.39” Water Quality Volume – 0.12 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.06 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 1.73 1.8 3.89

100-Year 3.63 3.7 1.89

DA-06

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.50 Acres Increased Impervious Areas from Panels – 0.13 Acres (5868 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 0.5

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 38% Precipitation (P) – 1” Rv – 0.39” Water Quality Volume – 0.12 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip and the use of a gravel diaphragm. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. WQv sizing for gravel diaphragm provided below. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.006 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.47 0.49 4.08

100-Year 0.97 1.01 3.96

DA-06

GRAVEL DIAPHRAGM DESIGN Water Quality Volume (WQv) for New Impervious Area Construction for Panels on Slopes >/= 8% Total Area to Be Treated by Gravel Diaphragm – 0.2 Acres Increased Impervious Areas from Panels – 0.04 Acres (1681 sft) Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 19% Precipitation (P) – 1” Rv – 0.22” Water Quality Volume – 0.004 Acre-feet (162 cft) Gravel Diaphragm Dimensions – 2’(W) x 1’(D) x 133’(L) Total Volume of Diaphragm – 266 cft

DA-07

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.68 Acres Increased Impervious Areas from Panels – 0.27 Acres (11813 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 0.68

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 40% Precipitation (P) – 1” Rv – 0.41” Water Quality Volume – 0.02 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip and the use of a gravel diaphragm. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. WQv sizing for gravel diaphragm provided below. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.01 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.52 0.54 3.70

100-Year 1.09 1.11 1.8

DA-07

GRAVEL DIAPHRAGM DESIGN Water Quality Volume (WQv) for New Impervious Area Construction for Panels on Slopes >/= 8% Total Area to Be Treated by Gravel Diaphragm – 0.15 Acres Increased Impervious Areas from Panels – 0.06 Acres (2429 sft) Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 37% Precipitation (P) – 1” Rv – 0.39” Water Quality Volume – 0.005 Acre-feet (209 cft) Gravel Diaphragm Dimensions – 2’(W) x 1’(D) x 107’(L) Total Volume of Diaphragm – 214 cft

DA-08

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 1.39 Acres Increased Impervious Areas from Panels – 0.63 Acres (27304 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 1.39

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 45% Precipitation (P) – 1” Rv – 0.46” Water Quality Volume – 0.05 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip and the use of a gravel diaphragm. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. WQv sizing for gravel diaphragm provided below. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.03 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.42 0.44 4.55

100-Year 0.88 0.90 2.22

DA-08

GRAVEL DIAPHRAGM DESIGN Water Quality Volume (WQv) for New Impervious Area Construction for Panels on Slopes >/= 8% Total Area to Be Treated by Gravel Diaphragm – 0.78 Acres Increased Impervious Areas from Panels – 0.09 Acres (4027 sft) Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 12% Precipitation (P) – 1” Rv – 0.16” Water Quality Volume – 0.01 Acre-feet (443 cft) Gravel Diaphragm Dimensions – 4’(W) x 1’(D) x 124’(L) Total Volume of Diaphragm – 496 cft

DA-09

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.63 Acres Increased Impervious Areas from Panels – 0.13 Acres (27304 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 0.63

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 21% Precipitation (P) – 1” Rv – 0.24” Water Quality Volume – 0.01 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip and the use of a gravel diaphragm. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. WQv sizing for gravel diaphragm provided below. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.01 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.54 0.56 3.57

100-Year 1.12 1.14 1.75

DA-09

GRAVEL DIAPHRAGM DESIGN Water Quality Volume (WQv) for New Impervious Area Construction for Panels on Slopes >/= 8% Total Area to Be Treated by Gravel Diaphragm – 0.18 Acres Increased Impervious Areas from Panels – 0.007 Acres (325 sft) Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 4% Precipitation (P) – 1” Rv – 0.09” Water Quality Volume – 0.001 Acre-feet (57 cft) Gravel Diaphragm Dimensions – 1’(W) x 1’(D) x 151’(L) Total Volume of Diaphragm – 151 cft

DA-10

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.29 Acres Increased Impervious Areas from Panels – 0.05 Acres (2365 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0.06 D 77 0.29

Percent 0 0 19.8 80.2

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 76 % Impervious (I) – 19% Precipitation (P) – 1” Rv – 0.22” Water Quality Volume – 0.01 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. WQv sizing for gravel diaphragm provided below. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.002 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 0.11 0.11 0

100-Year 0.23 0.24 4.17

DA-11

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.08 Acres Increased Impervious Areas from Panels – 0 Acres (0 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 0.08 Water Quality Volume (WQv) for New Impervious Area Construction There is no increase in impervious area in this drainage area. Runoff Reduction Volume (RRv) for New Impervious Area Construction There is no increase in impervious area in this drainage area. Channel Protection Volume (CPv) There is no increase in impervious area in this drainage area. Overbank Flood Protection (Qp) and Extreme Flood (Qf) There is no increase in impervious area in this drainage area.

Percent 0 0 0 100

DA-12

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 3.37 Acres Increased Impervious Areas from Panels – 1.23 Acres (53459 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 3.37

Percent 0 0 0 100

Water Quality Volume (WQv) for New Impervious Area Construction Composite Runoff Curve Number (RCN) – 77 % Impervious (I) – 36% Precipitation (P) – 1” Rv – 0.38” Water Quality Volume – 0.11 Acre-feet The water quality volume (WQv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. WQv sizing for gravel diaphragm provided below. Runoff Reduction Volume (RRv) for New Impervious Area Construction % Impervious (I) – 100% for calculating Rv Rv – 0.95” Runoff Reduction Factor (S) – 0.55 for HSG D Runoff Reduction Volume (RRv) – 0.05 Acre-feet The runoff reduction volume (RRv) is met through non-rooftop disconnected runoff through filter strip. Lengths of filter strips between solar panel tables is equal to or greater than the width of the proposed tables and meets the criteria set forth by the NYSDEC Solar Development Webinar July 28, 2025. Channel Protection Volume (CPv) There are no SMPs proposed for controlling CPv. CPv requirements are met through fulfilling the requirements of the RRv in accordance with NYSDEC Stormwater Manual 2024. Overbank Flood Protection (Qp) and Extreme Flood (Qf) The proposed development will not alter hydrology from pre-construction conditions to postconstruction conditions according to the definition of “alter hydrology” in Appendix A of the General Permit. See HydroCAD outputs in this Appendix for SCS TR-20 calculations for peak discharge rates. Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Percent Change

10-year 1.42 1.49 4.70

100-Year 3.06 3.14 2.55

DA-13

UNIFIED STORMWATER SIZING CRITERIA (NYSDEC STORMWATER MANUAL 2024) Total Area – 0.81 Acres Increased Impervious Areas from Construction Activities – 0 Acres (0 sft) HSG RCN Area (Acres) A 38 0 B 55 0 C 70 0 D 77 3.37 Water Quality Volume (WQv) for New Impervious Area Construction There is no increase in impervious area in this drainage area. Runoff Reduction Volume (RRv) for New Impervious Area Construction There is no increase in impervious area in this drainage area. Channel Protection Volume (CPv) There is no increase in impervious area in this drainage area. Overbank Flood Protection (Qp) and Extreme Flood (Qf) There is no increase in impervious area in this drainage area.

Percent 0 0 0 100

01

02

03

04

05

06

07

08

09

10

11

12

13

DA-01

DA-02

DA-03

DA-04

DA-05

DA-06

DA-07

DA-08

DA-09

DA-10

DA-11

DA-12

DA-13

Subcat

Reach

Pond

Link

Routing Diagram for Pre-Dev Prepared by Haley & Aldrich, Inc, Printed 10/15/2025 HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Pre-Dev Printed 10/15/2025 Page 2

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Rainfall Events Listing Event#

Event Name

Storm Type

1 2 3 4

1-yr 2-yr 10-yr 100-yr

Type II 24-hr Type II 24-hr Type II 24-hr Type II 24-hr

Curve

Mode

Duration (hours)

B/B

Default Default Default Default

24.00 24.00 24.00 24.00

1 1 1 1

Depth (inches) 1.87 2.20 3.16 4.70

AMC 2 2 2 2

Pre-Dev Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Printed 10/15/2025 Page 3

Area Listing (all nodes) Area (acres)

CN

Description (subcatchment-numbers)

2.540 2.620 11.398 0.400 16.958

98 70 77 79 79

Paved parking, HSG D (02, 12, 13) Woods, Good, HSG C (12) Woods, Good, HSG D (01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12) Woods/grass comb., Good, HSG D (13) TOTAL AREA

Pre-Dev Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Soil Listing (all nodes) Area (acres)

Soil Group

0.000 0.000 2.620 14.338 0.000 16.958

HSG A HSG B HSG C HSG D Other

Subcatchment Numbers

12 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13 TOTAL AREA

Printed 10/15/2025 Page 4

Pre-Dev Printed 10/15/2025 Page 5

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Ground Covers (all nodes) HSG-A (acres)

HSG-B (acres)

HSG-C (acres)

HSG-D (acres)

Other (acres)

Total (acres)

Ground Cover

0.000

0.000

0.000

2.540

0.000

2.540

Paved parking

0.000

0.000

2.620

11.398

0.000

14.018

0.000 0.000

0.000 0.000

0.000 2.620

0.400 14.338

0.000 0.000

0.400 16.958

Subcatchment Numbers

02, 12, 13 Woods, Good 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12 Woods/grass comb., Good 13 TOTAL AREA

Pre-Dev Printed 10/15/2025 Page 6

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Pipe Listing (all nodes) Line# 1

Node Number 02

In-Invert (feet)

Out-Invert (feet)

Length (feet)

Slope (ft/ft)

n

Width (inches)

Diam/Height (inches)

Inside-Fill (inches)

0.00

0.00

40.0

0.0100

0.011

0.0

18.0

0.0

Node Name

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev Prepared by Haley & Aldrich, Inc

HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Printed 10/15/2025 Page 7

Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>0.33" Flow Length=235' Tc=46.6 min CN=77 Runoff=0.25 cfs 0.037 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>0.79" Flow Length=916' Tc=7.6 min CN=88 Runoff=3.74 cfs 0.172 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>0.33" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77 Runoff=0.05 cfs 0.005 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>0.33" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77 Runoff=0.04 cfs 0.004 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>0.31" Flow Length=494' Tc=113.0 min CN=77 Runoff=0.47 cfs 0.121 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>0.33" Flow Length=179' Tc=32.5 min CN=77 Runoff=0.12 cfs 0.014 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>0.33" Flow Length=330' Tc=41.0 min CN=77 Runoff=0.14 cfs 0.018 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>0.32" Flow Length=417' Tc=58.0 min CN=77 Runoff=0.11 cfs 0.018 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>0.33" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77 Runoff=0.14 cfs 0.017 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.31" Flow Length=200' Tc=112.5 min CN=77 Runoff=0.03 cfs 0.008 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.33" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77 Runoff=0.08 cfs 0.008 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>0.28" Flow Length=733' Tc=113.9 min CN=76 Runoff=0.36 cfs 0.097 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>0.85" Tc=5.0 min CN=89 Runoff=1.36 cfs 0.058 af

Total Runoff Area = 16.958 ac Runoff Volume = 0.577 af Average Runoff Depth = 0.41" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 8

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 01: DA-01 Runoff

=

0.25 cfs @ 12.53 hrs, Volume=

0.037 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (sf) 58,712 58,712 Tc (min) 45.1

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0450 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 46.6

Subcatchment 01: DA-01 Hydrograph 0.28

Runoff 0.25 cfs

0.26

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=58,712 sf Runoff Volume=0.037 af Runoff Depth>0.33" Flow Length=235' Tc=46.6 min CN=77

0.24 0.22 0.2

Flow (cfs)

0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev Prepared by Haley & Aldrich, Inc

HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Printed 10/15/2025 Page 9

Summary for Subcatchment 02: DA-02 Runoff

=

3.74 cfs @ 11.99 hrs, Volume=

0.172 af, Depth> 0.79"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 77 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Woods, Good, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 10

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Subcatchment 02: DA-02 Hydrograph Runoff

4

3.74 cfs

Flow (cfs)

3

2

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=2.610 ac Runoff Volume=0.172 af Runoff Depth>0.79" Flow Length=916' Tc=7.6 min CN=88

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 11

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 03: DA-03 Runoff

=

0.05 cfs @ 12.26 hrs, Volume=

0.005 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.180 0.180 Tc (min) 27.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0700 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03 Hydrograph 0.055

Runoff 0.05 cfs

0.05 0.045 0.04

Flow (cfs)

0.035 0.03 0.025 0.02 0.015 0.01

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.180 ac Runoff Volume=0.005 af Runoff Depth>0.33" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77

0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 12

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Summary for Subcatchment 04: DA-04 Runoff

=

0.04 cfs @ 12.37 hrs, Volume=

0.004 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.160 0.160 Tc (min) 36.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0350 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph Runoff

0.04 0.038 0.036

0.04 cfs

0.034 0.032 0.03

Flow (cfs)

0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.160 ac Runoff Volume=0.004 af Runoff Depth>0.33" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77

0.004 0.002 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

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Summary for Subcatchment 05: DA-05 Runoff

=

0.47 cfs @ 13.47 hrs, Volume=

0.121 af, Depth> 0.31"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 4.660 4.660 Tc (min) 92.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0075 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 113.0

Subcatchment 05: DA-05

Flow (cfs)

Hydrograph 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=4.660 ac Runoff Volume=0.121 af Runoff Depth>0.31" Flow Length=494' Tc=113.0 min CN=77

5

6

7

8

9

10

11

0.47 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 14

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 06: DA-06 Runoff

=

0.12 cfs @ 12.33 hrs, Volume=

0.014 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06 Hydrograph Runoff

0.13

0.12 cfs

0.12 0.11 0.1

Flow (cfs)

0.09 0.08 0.07 0.06 0.05 0.04

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.500 ac Runoff Volume=0.014 af Runoff Depth>0.33" Flow Length=179' Tc=32.5 min CN=77

0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 15

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 07: DA-07 Runoff

=

0.14 cfs @ 12.45 hrs, Volume=

0.018 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.660 0.660 Tc (min) 36.8

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0750 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 41.0

Subcatchment 07: DA-07 Hydrograph Runoff

0.15 0.14 cfs

0.14 0.13 0.12 0.11

Flow (cfs)

0.1 0.09 0.08 0.07 0.06 0.05 0.04

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.660 ac Runoff Volume=0.018 af Runoff Depth>0.33" Flow Length=330' Tc=41.0 min CN=77

0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

Printed 10/15/2025 Page 16

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 08: DA-08 Runoff

=

0.11 cfs @ 12.70 hrs, Volume=

0.018 af, Depth> 0.32"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.680 0.680 Tc (min) 51.7

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0320 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 58.0

Subcatchment 08: DA-08

Flow (cfs)

Hydrograph 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0

Runoff 0.11 cfs

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.680 ac Runoff Volume=0.018 af Runoff Depth>0.32" Flow Length=417' Tc=58.0 min CN=77

5

6

7

8

9

10

11

12 13 Time (hours)

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15

16

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18

19

20

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Pre-Dev

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Summary for Subcatchment 09: DA-09 Runoff

=

0.14 cfs @ 12.39 hrs, Volume=

0.017 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.630 0.630 Tc (min) 37.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0740 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff

0.15

0.14 cfs

0.14 0.13 0.12 0.11

Flow (cfs)

0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.630 ac Runoff Volume=0.017 af Runoff Depth>0.33" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77

0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Pre-Dev

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Summary for Subcatchment 10: DA-10 Runoff

=

0.03 cfs @ 13.48 hrs, Volume=

0.008 af, Depth> 0.31"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10 Hydrograph 0.032

Runoff

0.03

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.290 ac Runoff Volume=0.008 af Runoff Depth>0.31" Flow Length=200' Tc=112.5 min CN=77

0.028 0.026 0.024 0.022

Flow (cfs)

0.02 0.018 0.016 0.014 0.012 0.01 0.008

0.03 cfs

0.006 0.004 0.002 0

5

6

7

8

9

10

11

12 13 Time (hours)

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15

16

17

18

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20

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Pre-Dev

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Summary for Subcatchment 11: DA-11 Runoff

=

0.08 cfs @ 12.29 hrs, Volume=

0.008 af, Depth> 0.33"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.290 0.290 Tc (min) 29.9

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0215 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.08

0.08 cfs

0.075 0.07 0.065 0.06

Flow (cfs)

0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.290 ac Runoff Volume=0.008 af Runoff Depth>0.33" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77

0.01 0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

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Pre-Dev

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Summary for Subcatchment 12: DA-12 Runoff

=

0.36 cfs @ 13.55 hrs, Volume=

0.097 af, Depth> 0.28"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 92.8

CN 98 77 70 76

Description Paved parking, HSG D Woods, Good, HSG D Woods, Good, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0074 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 113.9

Subcatchment 12: DA-12 Hydrograph 0.4

Runoff

0.38 0.36

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=4.130 ac Runoff Volume=0.097 af Runoff Depth>0.28" Flow Length=733' Tc=113.9 min CN=76

0.34 0.32 0.3 0.28

Flow (cfs)

0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1

0.36 cfs

0.08 0.06 0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

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15

16

17

18

19

20

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Pre-Dev

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

1.36 cfs @ 11.96 hrs, Volume=

0.058 af, Depth> 0.85"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff 1.36 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.820 ac Runoff Volume=0.058 af Runoff Depth>0.85" Tc=5.0 min CN=89

14

15

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Printed 10/15/2025 Page 22

Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>0.49" Flow Length=235' Tc=46.6 min CN=77 Runoff=0.41 cfs 0.055 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>1.04" Flow Length=916' Tc=7.6 min CN=88 Runoff=4.88 cfs 0.226 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>0.49" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77 Runoff=0.08 cfs 0.007 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>0.49" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77 Runoff=0.06 cfs 0.007 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>0.47" Flow Length=494' Tc=113.0 min CN=77 Runoff=0.74 cfs 0.181 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>0.49" Flow Length=179' Tc=32.5 min CN=77 Runoff=0.20 cfs 0.020 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>0.49" Flow Length=330' Tc=41.0 min CN=77 Runoff=0.22 cfs 0.027 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>0.48" Flow Length=417' Tc=58.0 min CN=77 Runoff=0.18 cfs 0.027 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>0.49" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77 Runoff=0.23 cfs 0.026 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.47" Flow Length=200' Tc=112.5 min CN=77 Runoff=0.05 cfs 0.011 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.49" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77 Runoff=0.12 cfs 0.012 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>0.43" Flow Length=733' Tc=113.9 min CN=76 Runoff=0.59 cfs 0.149 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>1.11" Tc=5.0 min CN=89 Runoff=1.76 cfs 0.076 af

Total Runoff Area = 16.958 ac Runoff Volume = 0.824 af Average Runoff Depth = 0.58" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

Printed 10/15/2025 Page 23

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Summary for Subcatchment 01: DA-01 Runoff

=

0.41 cfs @ 12.51 hrs, Volume=

0.055 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (sf) 58,712 58,712 Tc (min) 45.1

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0450 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 46.6

Subcatchment 01: DA-01

Flow (cfs)

Hydrograph 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.41 cfs

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=58,712 sf Runoff Volume=0.055 af Runoff Depth>0.49" Flow Length=235' Tc=46.6 min CN=77

5

6

7

8

9

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11

12 13 Time (hours)

14

15

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17

18

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Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 02: DA-02 Runoff

=

4.88 cfs @ 11.99 hrs, Volume=

0.226 af, Depth> 1.04"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 77 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Woods, Good, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

Printed 10/15/2025 Page 25

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Subcatchment 02: DA-02 Hydrograph Runoff 4.88 cfs

5

Flow (cfs)

4

3

2

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=2.610 ac Runoff Volume=0.226 af Runoff Depth>1.04" Flow Length=916' Tc=7.6 min CN=88

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

Printed 10/15/2025 Page 26

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Summary for Subcatchment 03: DA-03 Runoff

=

0.08 cfs @ 12.24 hrs, Volume=

0.007 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.180 0.180 Tc (min) 27.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0700 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03 Hydrograph 0.09

Runoff

0.085

0.08 cfs

0.08 0.075 0.07 0.065 0.06

Flow (cfs)

0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.180 ac Runoff Volume=0.007 af Runoff Depth>0.49" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77

0.01 0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

Printed 10/15/2025 Page 27

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Summary for Subcatchment 04: DA-04 Runoff

=

0.06 cfs @ 12.36 hrs, Volume=

0.007 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.160 0.160 Tc (min) 36.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0350 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph 0.065

Runoff 0.06 cfs

0.06 0.055 0.05 0.045

Flow (cfs)

0.04 0.035 0.03 0.025 0.02 0.015 0.01

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.160 ac Runoff Volume=0.007 af Runoff Depth>0.49" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77

0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

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Summary for Subcatchment 05: DA-05 Runoff

=

0.74 cfs @ 13.45 hrs, Volume=

0.181 af, Depth> 0.47"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 4.660 4.660 Tc (min) 92.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0075 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 113.0

Subcatchment 05: DA-05 Hydrograph Runoff

0.8 0.75

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=4.660 ac Runoff Volume=0.181 af Runoff Depth>0.47" Flow Length=494' Tc=113.0 min CN=77

0.7 0.65 0.6 0.55

Flow (cfs)

0.5 0.45 0.4 0.35 0.3 0.25 0.2

0.74 cfs

0.15 0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

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Summary for Subcatchment 06: DA-06 Runoff

=

0.20 cfs @ 12.31 hrs, Volume=

0.020 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06

Flow (cfs)

Hydrograph 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff 0.20 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.500 ac Runoff Volume=0.020 af Runoff Depth>0.49" Flow Length=179' Tc=32.5 min CN=77

14

15

16

17

18

19

20

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Pre-Dev

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Summary for Subcatchment 07: DA-07 Runoff

=

0.22 cfs @ 12.43 hrs, Volume=

0.027 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.660 0.660 Tc (min) 36.8

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0750 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 41.0

Subcatchment 07: DA-07

Flow (cfs)

Hydrograph 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff 0.22 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.660 ac Runoff Volume=0.027 af Runoff Depth>0.49" Flow Length=330' Tc=41.0 min CN=77

14

15

16

17

18

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20

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

Printed 10/15/2025 Page 31

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Summary for Subcatchment 08: DA-08 Runoff

=

0.18 cfs @ 12.68 hrs, Volume=

0.027 af, Depth> 0.48"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.680 0.680 Tc (min) 51.7

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0320 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 58.0

Subcatchment 08: DA-08 Hydrograph Runoff

0.19

0.18 cfs

0.18

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.680 ac Runoff Volume=0.027 af Runoff Depth>0.48" Flow Length=417' Tc=58.0 min CN=77

0.17 0.16 0.15 0.14 0.13

Flow (cfs)

0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 09: DA-09 Runoff

=

0.23 cfs @ 12.37 hrs, Volume=

0.026 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.630 0.630 Tc (min) 37.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0740 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09

Flow (cfs)

Hydrograph 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff 0.23 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.630 ac Runoff Volume=0.026 af Runoff Depth>0.49" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77

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18

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20

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Summary for Subcatchment 10: DA-10 Runoff

=

0.05 cfs @ 13.41 hrs, Volume=

0.011 af, Depth> 0.47"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.290 0.290 Tc (min) 111.4 1.1 112.5

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

Subcatchment 10: DA-10

Flow (cfs)

Hydrograph 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0

Runoff

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.290 ac Runoff Volume=0.011 af Runoff Depth>0.47" Flow Length=200' Tc=112.5 min CN=77

5

6

7

8

9

10

11

0.05 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

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Pre-Dev

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Summary for Subcatchment 11: DA-11 Runoff

=

0.12 cfs @ 12.28 hrs, Volume=

0.012 af, Depth> 0.49"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.290 0.290 Tc (min) 29.9

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0215 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.13

0.12 cfs

0.12 0.11 0.1

Flow (cfs)

0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.290 ac Runoff Volume=0.012 af Runoff Depth>0.49" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77

0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

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Summary for Subcatchment 12: DA-12 Runoff

=

0.59 cfs @ 13.53 hrs, Volume=

0.149 af, Depth> 0.43"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 92.8

CN 98 77 70 76

Description Paved parking, HSG D Woods, Good, HSG D Woods, Good, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0074 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 113.9

Subcatchment 12: DA-12 Hydrograph 0.65

Runoff

0.6

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=4.130 ac Runoff Volume=0.149 af Runoff Depth>0.43" Flow Length=733' Tc=113.9 min CN=76

0.55 0.5 0.45

Flow (cfs)

0.4 0.35 0.3 0.25 0.2

0.59 cfs

0.15 0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

Pre-Dev

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

1.76 cfs @ 11.96 hrs, Volume=

0.076 af, Depth> 1.11"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff

Flow (cfs)

1.76 cfs

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.820 ac Runoff Volume=0.076 af Runoff Depth>1.11" Tc=5.0 min CN=89

14

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Type II 24-hr 10-yr Rainfall=3.16"

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Printed 10/15/2025 Page 37

Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>1.06" Flow Length=235' Tc=46.6 min CN=77 Runoff=0.97 cfs 0.119 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>1.82" Flow Length=916' Tc=7.6 min CN=88 Runoff=8.35 cfs 0.396 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>1.06" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77 Runoff=0.19 cfs 0.016 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>1.06" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77 Runoff=0.14 cfs 0.014 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>1.02" Flow Length=494' Tc=113.0 min CN=77 Runoff=1.73 cfs 0.395 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>1.06" Flow Length=179' Tc=32.5 min CN=77 Runoff=0.47 cfs 0.044 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>1.06" Flow Length=330' Tc=41.0 min CN=77 Runoff=0.52 cfs 0.058 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>1.05" Flow Length=417' Tc=58.0 min CN=77 Runoff=0.42 cfs 0.059 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>1.06" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77 Runoff=0.54 cfs 0.056 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>1.02" Flow Length=200' Tc=112.5 min CN=77 Runoff=0.11 cfs 0.025 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>1.06" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77 Runoff=0.29 cfs 0.026 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>0.96" Flow Length=733' Tc=113.9 min CN=76 Runoff=1.42 cfs 0.331 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>1.91" Tc=5.0 min CN=89 Runoff=2.94 cfs 0.130 af

Total Runoff Area = 16.958 ac Runoff Volume = 1.670 af Average Runoff Depth = 1.18" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

Printed 10/15/2025 Page 38

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Summary for Subcatchment 01: DA-01 Runoff

=

0.97 cfs @ 12.48 hrs, Volume=

0.119 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (sf) 58,712 58,712 Tc (min) 45.1

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0450 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 46.6

Subcatchment 01: DA-01 Hydrograph Runoff 0.97 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=58,712 sf Runoff Volume=0.119 af Runoff Depth>1.06" Flow Length=235' Tc=46.6 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Printed 10/15/2025 Page 39

Summary for Subcatchment 02: DA-02 Runoff

=

8.35 cfs @ 11.99 hrs, Volume=

0.396 af, Depth> 1.82"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 77 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Woods, Good, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

Printed 10/15/2025 Page 40

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Subcatchment 02: DA-02 Hydrograph Runoff

9 8.35 cfs

8 7

Flow (cfs)

6 5 4 3

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=2.610 ac Runoff Volume=0.396 af Runoff Depth>1.82" Flow Length=916' Tc=7.6 min CN=88

2 1 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 03: DA-03 Runoff

=

0.19 cfs @ 12.23 hrs, Volume=

0.016 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.180 0.180 Tc (min) 27.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0700 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03 Hydrograph 0.21 0.2 0.19 0.18 0.17

Runoff 0.19 cfs

Flow (cfs)

0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.180 ac Runoff Volume=0.016 af Runoff Depth>1.06" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 04: DA-04 Runoff

=

0.14 cfs @ 12.34 hrs, Volume=

0.014 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.160 0.160 Tc (min) 36.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0350 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph Runoff

0.15 0.14 cfs

0.14 0.13 0.12 0.11

Flow (cfs)

0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.160 ac Runoff Volume=0.014 af Runoff Depth>1.06" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77

0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 05: DA-05 Runoff

=

1.73 cfs @ 13.42 hrs, Volume=

0.395 af, Depth> 1.02"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 4.660 4.660 Tc (min) 92.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0075 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 113.0

Subcatchment 05: DA-05 Hydrograph

Flow (cfs)

Runoff

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=4.660 ac Runoff Volume=0.395 af Runoff Depth>1.02" Flow Length=494' Tc=113.0 min CN=77

1

0

5

6

7

8

9

10

11

1.73 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 06: DA-06 Runoff

=

0.47 cfs @ 12.29 hrs, Volume=

0.044 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06

Flow (cfs)

Hydrograph 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.47 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.500 ac Runoff Volume=0.044 af Runoff Depth>1.06" Flow Length=179' Tc=32.5 min CN=77

14

15

16

17

18

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20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 07: DA-07 Runoff

=

0.52 cfs @ 12.40 hrs, Volume=

0.058 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.660 0.660 Tc (min) 36.8

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0750 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 41.0

Subcatchment 07: DA-07 Hydrograph Runoff

0.55

0.52 cfs

0.5 0.45 0.4

Flow (cfs)

0.35 0.3 0.25 0.2 0.15

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.660 ac Runoff Volume=0.058 af Runoff Depth>1.06" Flow Length=330' Tc=41.0 min CN=77

0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 08: DA-08 Runoff

=

0.42 cfs @ 12.63 hrs, Volume=

0.059 af, Depth> 1.05"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.680 0.680 Tc (min) 51.7

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0320 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 58.0

Subcatchment 08: DA-08

Flow (cfs)

Hydrograph 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.42 cfs

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.680 ac Runoff Volume=0.059 af Runoff Depth>1.05" Flow Length=417' Tc=58.0 min CN=77

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

Printed 10/15/2025 Page 47

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Summary for Subcatchment 09: DA-09 Runoff

=

0.54 cfs @ 12.35 hrs, Volume=

0.056 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.630 0.630 Tc (min) 37.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0740 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff 0.54 cfs

0.55 0.5 0.45

Flow (cfs)

0.4 0.35 0.3 0.25 0.2 0.15 0.1

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.630 ac Runoff Volume=0.056 af Runoff Depth>1.06" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77

0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 10: DA-10 Runoff

=

0.11 cfs @ 13.37 hrs, Volume=

0.025 af, Depth> 1.02"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10

Flow (cfs)

Hydrograph 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0

Runoff

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.290 ac Runoff Volume=0.025 af Runoff Depth>1.02" Flow Length=200' Tc=112.5 min CN=77

5

6

7

8

9

10

11

0.11 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

Printed 10/15/2025 Page 49

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Summary for Subcatchment 11: DA-11 Runoff

=

0.29 cfs @ 12.26 hrs, Volume=

0.026 af, Depth> 1.06"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.290 0.290 Tc (min) 29.9

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0215 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff 0.3

0.29 cfs

0.28 0.26 0.24 0.22

Flow (cfs)

0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.290 ac Runoff Volume=0.026 af Runoff Depth>1.06" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77

0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 12: DA-12 Runoff

=

1.42 cfs @ 13.40 hrs, Volume=

0.331 af, Depth> 0.96"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 92.8

CN 98 77 70 76

Description Paved parking, HSG D Woods, Good, HSG D Woods, Good, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0074 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 113.9

Subcatchment 12: DA-12 Hydrograph Runoff

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=4.130 ac Runoff Volume=0.331 af Runoff Depth>0.96" Flow Length=733' Tc=113.9 min CN=76

Flow (cfs)

1

0

5

6

7

8

9

10

11

1.42 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

Pre-Dev

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

2.94 cfs @ 11.95 hrs, Volume=

0.130 af, Depth> 1.91"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff 2.94 cfs

3

Flow (cfs)

2

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.820 ac Runoff Volume=0.130 af Runoff Depth>1.91" Tc=5.0 min CN=89

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Printed 10/15/2025 Page 52

Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>2.15" Flow Length=235' Tc=46.6 min CN=77 Runoff=2.03 cfs 0.242 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>3.17" Flow Length=916' Tc=7.6 min CN=88 Runoff=14.03 cfs 0.689 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>2.17" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77 Runoff=0.39 cfs 0.033 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>2.16" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77 Runoff=0.29 cfs 0.029 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>2.09" Flow Length=494' Tc=113.0 min CN=77 Runoff=3.63 cfs 0.811 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>2.16" Flow Length=179' Tc=32.5 min CN=77 Runoff=0.97 cfs 0.090 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>2.16" Flow Length=330' Tc=41.0 min CN=77 Runoff=1.09 cfs 0.119 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>2.14" Flow Length=417' Tc=58.0 min CN=77 Runoff=0.88 cfs 0.121 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>2.16" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77 Runoff=1.12 cfs 0.113 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>2.09" Flow Length=200' Tc=112.5 min CN=77 Runoff=0.23 cfs 0.050 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>2.17" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77 Runoff=0.59 cfs 0.052 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>2.01" Flow Length=733' Tc=113.9 min CN=76 Runoff=3.06 cfs 0.691 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>3.27" Tc=5.0 min CN=89 Runoff=4.87 cfs 0.223 af

Total Runoff Area = 16.958 ac Runoff Volume = 3.263 af Average Runoff Depth = 2.31" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 53

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Summary for Subcatchment 01: DA-01 Runoff

=

2.03 cfs @ 12.46 hrs, Volume=

0.242 af, Depth> 2.15"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (sf) 58,712 58,712 Tc (min) 45.1

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0450 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 46.6

Subcatchment 01: DA-01 Hydrograph Runoff 2.03 cfs

Flow (cfs)

2

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=58,712 sf Runoff Volume=0.242 af Runoff Depth>2.15" Flow Length=235' Tc=46.6 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Printed 10/15/2025 Page 54

Summary for Subcatchment 02: DA-02 [47] Hint: Peak is 113% of capacity of segment #5 Runoff

=

14.03 cfs @ 11.99 hrs, Volume=

0.689 af, Depth> 3.17"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 77 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Woods, Good, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 55

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Subcatchment 02: DA-02 Hydrograph Runoff

15

14.03 cfs

14 13 12 11

Flow (cfs)

10 9 8 7 6 5 4

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=2.610 ac Runoff Volume=0.689 af Runoff Depth>3.17" Flow Length=916' Tc=7.6 min CN=88

3 2 1 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 56

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 03: DA-03 Runoff

=

0.39 cfs @ 12.22 hrs, Volume=

0.033 af, Depth> 2.17"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.180 0.180 Tc (min) 27.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0700 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03

Flow (cfs)

Hydrograph 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.39 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.180 ac Runoff Volume=0.033 af Runoff Depth>2.17" Flow Length=100' Slope=0.0700 '/' Tc=27.3 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 57

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Summary for Subcatchment 04: DA-04 Runoff

=

0.29 cfs @ 12.32 hrs, Volume=

0.029 af, Depth> 2.16"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.160 0.160 Tc (min) 36.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0350 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph 0.32

Runoff

0.3

0.29 cfs

0.28 0.26 0.24 0.22

Flow (cfs)

0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.160 ac Runoff Volume=0.029 af Runoff Depth>2.16" Flow Length=100' Slope=0.0350 '/' Tc=36.0 min CN=77

0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

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Summary for Subcatchment 05: DA-05 Runoff

=

3.63 cfs @ 13.38 hrs, Volume=

0.811 af, Depth> 2.09"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 4.660 4.660 Tc (min) 92.3

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0075 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 113.0

Subcatchment 05: DA-05 Hydrograph 4

Runoff

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=4.660 ac Runoff Volume=0.811 af Runoff Depth>2.09" Flow Length=494' Tc=113.0 min CN=77

Flow (cfs)

3

2

1

0

5

6

7

8

9

10

11

3.63 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

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Summary for Subcatchment 06: DA-06 Runoff

=

0.97 cfs @ 12.28 hrs, Volume=

0.090 af, Depth> 2.16"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06 Hydrograph Runoff 0.97 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.500 ac Runoff Volume=0.090 af Runoff Depth>2.16" Flow Length=179' Tc=32.5 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 60

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Summary for Subcatchment 07: DA-07 Runoff

=

1.09 cfs @ 12.38 hrs, Volume=

0.119 af, Depth> 2.16"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.660 0.660 Tc (min) 36.8

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0750 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 41.0

Subcatchment 07: DA-07 Hydrograph Runoff 1.09 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.660 ac Runoff Volume=0.119 af Runoff Depth>2.16" Flow Length=330' Tc=41.0 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 61

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Summary for Subcatchment 08: DA-08 Runoff

=

0.88 cfs @ 12.60 hrs, Volume=

0.121 af, Depth> 2.14"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.680 0.680 Tc (min) 51.7

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0320 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 58.0

Subcatchment 08: DA-08 Hydrograph Runoff

0.95 0.88 cfs

0.9

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.680 ac Runoff Volume=0.121 af Runoff Depth>2.14" Flow Length=417' Tc=58.0 min CN=77

0.85 0.8 0.75 0.7 0.65

Flow (cfs)

0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

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Summary for Subcatchment 09: DA-09 Runoff

=

1.12 cfs @ 12.33 hrs, Volume=

0.113 af, Depth> 2.16"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.630 0.630 Tc (min) 37.0

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0740 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff 1.12 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.630 ac Runoff Volume=0.113 af Runoff Depth>2.16" Flow Length=150' Slope=0.0740 '/' Tc=37.0 min CN=77

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 63

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Summary for Subcatchment 10: DA-10 Runoff

=

0.23 cfs @ 13.35 hrs, Volume=

0.050 af, Depth> 2.09"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10

Flow (cfs)

Hydrograph 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.290 ac Runoff Volume=0.050 af Runoff Depth>2.09" Flow Length=200' Tc=112.5 min CN=77

5

6

7

8

9

10

11

0.23 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

Printed 10/15/2025 Page 64

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Summary for Subcatchment 11: DA-11 Runoff

=

0.59 cfs @ 12.25 hrs, Volume=

0.052 af, Depth> 2.17"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.290 0.290 Tc (min) 29.9

CN 77

Description Woods, Good, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0215 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.65 0.59 cfs

0.6 0.55 0.5 0.45

Flow (cfs)

0.4 0.35 0.3 0.25 0.2 0.15 0.1

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.290 ac Runoff Volume=0.052 af Runoff Depth>2.17" Flow Length=62' Slope=0.0215 '/' Tc=29.9 min CN=77

0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

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Summary for Subcatchment 12: DA-12 Runoff

=

3.06 cfs @ 13.32 hrs, Volume=

0.691 af, Depth> 2.01"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 92.8

CN 98 77 70 76

Description Paved parking, HSG D Woods, Good, HSG D Woods, Good, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0074 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 113.9

Subcatchment 12: DA-12 Hydrograph Runoff

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=4.130 ac Runoff Volume=0.691 af Runoff Depth>2.01" Flow Length=733' Tc=113.9 min CN=76

Flow (cfs)

3

2

1

0

5

6

7

8

9

10

11

3.06 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

Pre-Dev

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

4.87 cfs @ 11.95 hrs, Volume=

0.223 af, Depth> 3.27"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff 4.87 cfs

5

Flow (cfs)

4

3

2

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.820 ac Runoff Volume=0.223 af Runoff Depth>3.27" Tc=5.0 min CN=89

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

01

02

03

04

05

06

07

08

09

10

11

12

13

DA-01

DA-02

DA-03

DA-04

DA-05

DA-06

DA-07

DA-08

DA-09

DA-10

DA-11

DA-12

DA-13

Subcat

Reach

Pond

Link

Routing Diagram for Post-Dev_01 Prepared by Haley & Aldrich, Inc, Printed 10/15/2025 HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Post-Dev_01 Printed 10/15/2025 Page 2

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Rainfall Events Listing Event#

Event Name

Storm Type

1 2 3 4

1-yr 2-yr 10-yr 100-yr

Type II 24-hr Type II 24-hr Type II 24-hr Type II 24-hr

Curve

Mode

Duration (hours)

B/B

Default Default Default Default

24.00 24.00 24.00 24.00

1 1 1 1

Depth (inches) 1.87 2.20 3.16 4.70

AMC 2 2 2 2

Post-Dev_01 Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Printed 10/15/2025 Page 3

Area Listing (all nodes) Area (acres)

CN

Description (subcatchment-numbers)

2.620 11.398 2.540 0.400 16.958

71 78 98 79 80

Meadow, non-grazed, HSG C (12) Meadow, non-grazed, HSG D (01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12) Paved parking, HSG D (02, 12, 13) Woods/grass comb., Good, HSG D (13) TOTAL AREA

Post-Dev_01 Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Soil Listing (all nodes) Area (acres)

Soil Group

0.000 0.000 2.620 14.338 0.000 16.958

HSG A HSG B HSG C HSG D Other

Subcatchment Numbers

12 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13 TOTAL AREA

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Post-Dev_01 Printed 10/15/2025 Page 5

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Ground Covers (all nodes) HSG-A (acres)

HSG-B (acres)

HSG-C (acres)

HSG-D (acres)

Other (acres)

Total (acres)

Ground Cover

0.000

0.000

2.620

11.398

0.000

14.018

Meadow, non-grazed

0.000

0.000

0.000

2.540

0.000

2.540

0.000 0.000

0.000 0.000

0.000 2.620

0.400 14.338

0.000 0.000

0.400 16.958

Subcatchment Numbers

01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12 Paved parking 02, 12, 13 Woods/grass comb., Good 13 TOTAL AREA

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Pipe Listing (all nodes) Line# 1

Node Number 02

In-Invert (feet)

Out-Invert (feet)

Length (feet)

Slope (ft/ft)

n

Width (inches)

Diam/Height (inches)

Inside-Fill (inches)

0.00

0.00

40.0

0.0100

0.011

0.0

18.0

0.0

Node Name

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01 Prepared by Haley & Aldrich, Inc

HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Printed 10/15/2025 Page 7

Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>0.36" Flow Length=235' Tc=48.8 min CN=78 Runoff=0.28 cfs 0.040 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>0.79" Flow Length=916' Tc=7.6 min CN=88 Runoff=3.74 cfs 0.172 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>0.36" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78 Runoff=0.06 cfs 0.005 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>0.36" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78 Runoff=0.04 cfs 0.005 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>0.34" Flow Length=494' Tc=115.6 min CN=78 Runoff=0.51 cfs 0.132 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>0.36" Flow Length=179' Tc=32.5 min CN=78 Runoff=0.14 cfs 0.015 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>0.36" Flow Length=330' Tc=42.0 min CN=78 Runoff=0.15 cfs 0.020 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>0.35" Flow Length=417' Tc=59.3 min CN=78 Runoff=0.12 cfs 0.020 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>0.36" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78 Runoff=0.16 cfs 0.019 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.34" Flow Length=200' Tc=112.5 min CN=78 Runoff=0.03 cfs 0.008 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.36" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78 Runoff=0.08 cfs 0.009 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>0.31" Flow Length=733' Tc=116.0 min CN=77 Runoff=0.41 cfs 0.107 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>0.85" Tc=5.0 min CN=89 Runoff=1.36 cfs 0.058 af

Total Runoff Area = 16.958 ac Runoff Volume = 0.610 af Average Runoff Depth = 0.43" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 1-yr Rainfall=1.87"

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Printed 10/15/2025 Page 8

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 01: DA-01 Runoff

=

0.28 cfs @ 12.55 hrs, Volume=

0.040 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (sf) 58,712 58,712 Tc (min) 47.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 48.8

Subcatchment 01: DA-01 Hydrograph Runoff

0.3 0.28 cfs

0.28

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=58,712 sf Runoff Volume=0.040 af Runoff Depth>0.36" Flow Length=235' Tc=48.8 min CN=78

0.26 0.24 0.22

Flow (cfs)

0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01 Prepared by Haley & Aldrich, Inc

HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Printed 10/15/2025 Page 9

Summary for Subcatchment 02: DA-02 Runoff

=

3.74 cfs @ 11.99 hrs, Volume=

0.172 af, Depth> 0.79"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 78 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Meadow, non-grazed, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01

Printed 10/15/2025 Page 10

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Subcatchment 02: DA-02 Hydrograph Runoff

4

3.74 cfs

Flow (cfs)

3

2

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=2.610 ac Runoff Volume=0.172 af Runoff Depth>0.79" Flow Length=916' Tc=7.6 min CN=88

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01

Printed 10/15/2025 Page 11

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 03: DA-03 Runoff

=

0.06 cfs @ 12.26 hrs, Volume=

0.005 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.180 0.180 Tc (min) 28.1

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0650 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03 Hydrograph Runoff

0.06 0.06 cfs

0.055 0.05 0.045

Flow (cfs)

0.04 0.035 0.03 0.025 0.02 0.015 0.01

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.180 ac Runoff Volume=0.005 af Runoff Depth>0.36" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78

0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01

Printed 10/15/2025 Page 12

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 04: DA-04 Runoff

=

0.04 cfs @ 12.40 hrs, Volume=

0.005 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.160 0.160 Tc (min) 38.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0300 0.04 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04

Flow (cfs)

Hydrograph 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0

Runoff 0.04 cfs

5

6

7

8

9

10

11

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.160 ac Runoff Volume=0.005 af Runoff Depth>0.36" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

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Printed 10/15/2025 Page 13

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 05: DA-05 Runoff

=

0.51 cfs @ 13.51 hrs, Volume=

0.132 af, Depth> 0.34"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 4.660 4.660 Tc (min) 94.9

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 115.6

Subcatchment 05: DA-05 Hydrograph Runoff

0.55

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=4.660 ac Runoff Volume=0.132 af Runoff Depth>0.34" Flow Length=494' Tc=115.6 min CN=78

0.5 0.45 0.4

Flow (cfs)

0.35 0.3 0.25 0.2 0.15

0.51 cfs

0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01

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Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 06: DA-06 Runoff

=

0.14 cfs @ 12.32 hrs, Volume=

0.015 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06 Hydrograph Runoff

0.15 0.14 cfs

0.14 0.13 0.12 0.11

Flow (cfs)

0.1 0.09 0.08 0.07 0.06 0.05 0.04

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.500 ac Runoff Volume=0.015 af Runoff Depth>0.36" Flow Length=179' Tc=32.5 min CN=78

0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01

Printed 10/15/2025 Page 15

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 07: DA-07 Runoff

=

0.15 cfs @ 12.46 hrs, Volume=

0.020 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.660 0.660 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 42.0

Subcatchment 07: DA-07 Hydrograph 0.17

Runoff

0.16

0.15 cfs

0.15 0.14 0.13 0.12

Flow (cfs)

0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.660 ac Runoff Volume=0.020 af Runoff Depth>0.36" Flow Length=330' Tc=42.0 min CN=78

0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

Post-Dev_01

Printed 10/15/2025 Page 16

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 08: DA-08 Runoff

=

0.12 cfs @ 12.71 hrs, Volume=

0.020 af, Depth> 0.35"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.680 0.680 Tc (min) 53.0

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 59.3

Subcatchment 08: DA-08 Hydrograph Runoff

0.13

0.12 cfs

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.680 ac Runoff Volume=0.020 af Runoff Depth>0.35" Flow Length=417' Tc=59.3 min CN=78

0.12 0.11 0.1

Flow (cfs)

0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

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Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 09: DA-09 Runoff

=

0.16 cfs @ 12.40 hrs, Volume=

0.019 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.630 0.630 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff

0.17 0.16 cfs

0.16 0.15 0.14 0.13 0.12

Flow (cfs)

0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.630 ac Runoff Volume=0.019 af Runoff Depth>0.36" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78

0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

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Summary for Subcatchment 10: DA-10 Runoff

=

0.03 cfs @ 13.42 hrs, Volume=

0.008 af, Depth> 0.34"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10 Hydrograph 0.036

Runoff

0.034

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.290 ac Runoff Volume=0.008 af Runoff Depth>0.34" Flow Length=200' Tc=112.5 min CN=78

0.032 0.03 0.028 0.026 0.024

Flow (cfs)

0.022 0.02 0.018 0.016 0.014 0.012 0.01

0.03 cfs

0.008 0.006 0.004 0.002 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

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Summary for Subcatchment 11: DA-11 Runoff

=

0.08 cfs @ 12.30 hrs, Volume=

0.009 af, Depth> 0.36"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.290 0.290 Tc (min) 30.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.09 0.08 cfs

0.085 0.08 0.075 0.07 0.065

Flow (cfs)

0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.290 ac Runoff Volume=0.009 af Runoff Depth>0.36" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78

0.01 0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

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Summary for Subcatchment 12: DA-12 Runoff

=

0.41 cfs @ 13.55 hrs, Volume=

0.107 af, Depth> 0.31"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 94.9

CN 98 78 71 77

Description Paved parking, HSG D Meadow, non-grazed, HSG D Meadow, non-grazed, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 116.0

Subcatchment 12: DA-12

Flow (cfs)

Hydrograph 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=4.130 ac Runoff Volume=0.107 af Runoff Depth>0.31" Flow Length=733' Tc=116.0 min CN=77

5

6

7

8

9

10

11

0.41 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 1-yr Rainfall=1.87"

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

1.36 cfs @ 11.96 hrs, Volume=

0.058 af, Depth> 0.85"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=1.87" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff 1.36 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 1-yr Rainfall=1.87" Runoff Area=0.820 ac Runoff Volume=0.058 af Runoff Depth>0.85" Tc=5.0 min CN=89

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>0.53" Flow Length=235' Tc=48.8 min CN=78 Runoff=0.44 cfs 0.059 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>1.04" Flow Length=916' Tc=7.6 min CN=88 Runoff=4.88 cfs 0.226 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>0.53" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78 Runoff=0.09 cfs 0.008 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>0.53" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78 Runoff=0.06 cfs 0.007 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>0.50" Flow Length=494' Tc=115.6 min CN=78 Runoff=0.80 cfs 0.195 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>0.53" Flow Length=179' Tc=32.5 min CN=78 Runoff=0.22 cfs 0.022 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>0.53" Flow Length=330' Tc=42.0 min CN=78 Runoff=0.24 cfs 0.029 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>0.52" Flow Length=417' Tc=59.3 min CN=78 Runoff=0.19 cfs 0.030 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>0.53" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78 Runoff=0.25 cfs 0.028 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.50" Flow Length=200' Tc=112.5 min CN=78 Runoff=0.05 cfs 0.012 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.53" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78 Runoff=0.13 cfs 0.013 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>0.47" Flow Length=733' Tc=116.0 min CN=77 Runoff=0.64 cfs 0.160 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>1.11" Tc=5.0 min CN=89 Runoff=1.76 cfs 0.076 af

Total Runoff Area = 16.958 ac Runoff Volume = 0.865 af Average Runoff Depth = 0.61" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 01: DA-01 Runoff

=

0.44 cfs @ 12.53 hrs, Volume=

0.059 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (sf) 58,712 58,712 Tc (min) 47.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 48.8

Subcatchment 01: DA-01

Flow (cfs)

Hydrograph 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.44 cfs

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=58,712 sf Runoff Volume=0.059 af Runoff Depth>0.53" Flow Length=235' Tc=48.8 min CN=78

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 02: DA-02 Runoff

=

4.88 cfs @ 11.99 hrs, Volume=

0.226 af, Depth> 1.04"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 78 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Meadow, non-grazed, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 2-yr Rainfall=2.20"

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Subcatchment 02: DA-02 Hydrograph Runoff 4.88 cfs

5

Flow (cfs)

4

3

2

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=2.610 ac Runoff Volume=0.226 af Runoff Depth>1.04" Flow Length=916' Tc=7.6 min CN=88

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 03: DA-03 Runoff

=

0.09 cfs @ 12.25 hrs, Volume=

0.008 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.180 0.180 Tc (min) 28.1

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0650 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03 Hydrograph Runoff

0.095 0.09

0.09 cfs

0.085 0.08 0.075 0.07 0.065

Flow (cfs)

0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.180 ac Runoff Volume=0.008 af Runoff Depth>0.53" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78

0.01 0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 04: DA-04 Runoff

=

0.06 cfs @ 12.39 hrs, Volume=

0.007 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.160 0.160 Tc (min) 38.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0300 0.04 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph Runoff 0.065

0.06 cfs

0.06 0.055 0.05

Flow (cfs)

0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.160 ac Runoff Volume=0.007 af Runoff Depth>0.53" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78

0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 05: DA-05 Runoff

=

0.80 cfs @ 13.50 hrs, Volume=

0.195 af, Depth> 0.50"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 4.660 4.660 Tc (min) 94.9

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 115.6

Subcatchment 05: DA-05 Hydrograph Runoff

0.85

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=4.660 ac Runoff Volume=0.195 af Runoff Depth>0.50" Flow Length=494' Tc=115.6 min CN=78

0.8 0.75 0.7 0.65 0.6

Flow (cfs)

0.55 0.5 0.45 0.4 0.35 0.3 0.25

0.80 cfs

0.2 0.15 0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 06: DA-06 Runoff

=

0.22 cfs @ 12.31 hrs, Volume=

0.022 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06

Flow (cfs)

Hydrograph 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff 0.22 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.500 ac Runoff Volume=0.022 af Runoff Depth>0.53" Flow Length=179' Tc=32.5 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 07: DA-07 Runoff

=

0.24 cfs @ 12.44 hrs, Volume=

0.029 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.660 0.660 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 42.0

Subcatchment 07: DA-07 Hydrograph Runoff

0.26 0.24 cfs

0.24 0.22 0.2

Flow (cfs)

0.18 0.16 0.14 0.12 0.1 0.08

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.660 ac Runoff Volume=0.029 af Runoff Depth>0.53" Flow Length=330' Tc=42.0 min CN=78

0.06 0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 08: DA-08 Runoff

=

0.19 cfs @ 12.69 hrs, Volume=

0.030 af, Depth> 0.52"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.680 0.680 Tc (min) 53.0

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 59.3

Subcatchment 08: DA-08

Flow (cfs)

Hydrograph 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff 0.19 cfs

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.680 ac Runoff Volume=0.030 af Runoff Depth>0.52" Flow Length=417' Tc=59.3 min CN=78

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 09: DA-09 Runoff

=

0.25 cfs @ 12.38 hrs, Volume=

0.028 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.630 0.630 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff 0.26

0.25 cfs

0.24 0.22 0.2

Flow (cfs)

0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.630 ac Runoff Volume=0.028 af Runoff Depth>0.53" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78

0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 10: DA-10 Runoff

=

0.05 cfs @ 13.40 hrs, Volume=

0.012 af, Depth> 0.50"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10 Hydrograph Runoff

0.055

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.290 ac Runoff Volume=0.012 af Runoff Depth>0.50" Flow Length=200' Tc=112.5 min CN=78

0.05 0.045 0.04

Flow (cfs)

0.035 0.03 0.025 0.02 0.015

0.05 cfs

0.01 0.005 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 11: DA-11 Runoff

=

0.13 cfs @ 12.29 hrs, Volume=

0.013 af, Depth> 0.53"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.290 0.290 Tc (min) 30.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.14

0.13 cfs

0.13 0.12 0.11 0.1

Flow (cfs)

0.09 0.08 0.07 0.06 0.05 0.04 0.03

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.290 ac Runoff Volume=0.013 af Runoff Depth>0.53" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78

0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 12: DA-12 Runoff

=

0.64 cfs @ 13.53 hrs, Volume=

0.160 af, Depth> 0.47"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 94.9

CN 98 78 71 77

Description Paved parking, HSG D Meadow, non-grazed, HSG D Meadow, non-grazed, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 116.0

Subcatchment 12: DA-12 Hydrograph Runoff

0.7 0.65

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=4.130 ac Runoff Volume=0.160 af Runoff Depth>0.47" Flow Length=733' Tc=116.0 min CN=77

0.6 0.55 0.5

Flow (cfs)

0.45 0.4 0.35 0.3 0.25 0.2

0.64 cfs

0.15 0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 2-yr Rainfall=2.20"

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

1.76 cfs @ 11.96 hrs, Volume=

0.076 af, Depth> 1.11"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.20" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff

Flow (cfs)

1.76 cfs

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 2-yr Rainfall=2.20" Runoff Area=0.820 ac Runoff Volume=0.076 af Runoff Depth>1.11" Tc=5.0 min CN=89

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>1.11" Flow Length=235' Tc=48.8 min CN=78 Runoff=1.00 cfs 0.125 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>1.82" Flow Length=916' Tc=7.6 min CN=88 Runoff=8.35 cfs 0.396 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>1.12" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78 Runoff=0.20 cfs 0.017 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>1.12" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78 Runoff=0.14 cfs 0.015 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>1.07" Flow Length=494' Tc=115.6 min CN=78 Runoff=1.80 cfs 0.417 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>1.12" Flow Length=179' Tc=32.5 min CN=78 Runoff=0.49 cfs 0.047 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>1.12" Flow Length=330' Tc=42.0 min CN=78 Runoff=0.54 cfs 0.061 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>1.11" Flow Length=417' Tc=59.3 min CN=78 Runoff=0.44 cfs 0.063 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>1.12" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78 Runoff=0.56 cfs 0.059 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>1.07" Flow Length=200' Tc=112.5 min CN=78 Runoff=0.11 cfs 0.026 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>1.12" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78 Runoff=0.30 cfs 0.027 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>1.02" Flow Length=733' Tc=116.0 min CN=77 Runoff=1.49 cfs 0.350 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>1.91" Tc=5.0 min CN=89 Runoff=2.94 cfs 0.130 af

Total Runoff Area = 16.958 ac Runoff Volume = 1.732 af Average Runoff Depth = 1.23" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 01: DA-01 Runoff

=

1.00 cfs @ 12.50 hrs, Volume=

0.125 af, Depth> 1.11"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (sf) 58,712 58,712 Tc (min) 47.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 48.8

Subcatchment 01: DA-01 Hydrograph Runoff 1.00 cfs

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=58,712 sf Runoff Volume=0.125 af Runoff Depth>1.11" Flow Length=235' Tc=48.8 min CN=78

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 02: DA-02 Runoff

=

8.35 cfs @ 11.99 hrs, Volume=

0.396 af, Depth> 1.82"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 78 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Meadow, non-grazed, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 10-yr Rainfall=3.16"

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Subcatchment 02: DA-02 Hydrograph Runoff

9 8.35 cfs

8 7

Flow (cfs)

6 5 4 3

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=2.610 ac Runoff Volume=0.396 af Runoff Depth>1.82" Flow Length=916' Tc=7.6 min CN=88

2 1 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 03: DA-03 Runoff

=

0.20 cfs @ 12.23 hrs, Volume=

0.017 af, Depth> 1.12"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.180 0.180 Tc (min) 28.1

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0650 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03

Flow (cfs)

Hydrograph 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff 0.20 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.180 ac Runoff Volume=0.017 af Runoff Depth>1.12" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 04: DA-04 Runoff

=

0.14 cfs @ 12.36 hrs, Volume=

0.015 af, Depth> 1.12"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.160 0.160 Tc (min) 38.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0300 0.04 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph Runoff

0.15

0.14 cfs

0.14 0.13 0.12 0.11

Flow (cfs)

0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.160 ac Runoff Volume=0.015 af Runoff Depth>1.12" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78

0.02 0.01 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 05: DA-05 Runoff

=

1.80 cfs @ 13.46 hrs, Volume=

0.417 af, Depth> 1.07"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 4.660 4.660 Tc (min) 94.9

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 115.6

Subcatchment 05: DA-05 Hydrograph

Flow (cfs)

2

Runoff

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=4.660 ac Runoff Volume=0.417 af Runoff Depth>1.07" Flow Length=494' Tc=115.6 min CN=78

1

0

5

6

7

8

9

10

11

1.80 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 06: DA-06 Runoff

=

0.49 cfs @ 12.29 hrs, Volume=

0.047 af, Depth> 1.12"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06 Hydrograph 0.55

Runoff 0.49 cfs

0.5 0.45 0.4

Flow (cfs)

0.35 0.3 0.25 0.2 0.15

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.500 ac Runoff Volume=0.047 af Runoff Depth>1.12" Flow Length=179' Tc=32.5 min CN=78

0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 07: DA-07 Runoff

=

0.54 cfs @ 12.41 hrs, Volume=

0.061 af, Depth> 1.12"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.660 0.660 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 42.0

Subcatchment 07: DA-07 Hydrograph 0.6

Runoff 0.54 cfs

0.55 0.5 0.45

Flow (cfs)

0.4 0.35 0.3 0.25 0.2 0.15

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.660 ac Runoff Volume=0.061 af Runoff Depth>1.12" Flow Length=330' Tc=42.0 min CN=78

0.1 0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 08: DA-08 Runoff

=

0.44 cfs @ 12.64 hrs, Volume=

0.063 af, Depth> 1.11"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.680 0.680 Tc (min) 53.0

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 59.3

Subcatchment 08: DA-08

Flow (cfs)

Hydrograph 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.44 cfs

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.680 ac Runoff Volume=0.063 af Runoff Depth>1.11" Flow Length=417' Tc=59.3 min CN=78

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 09: DA-09 Runoff

=

0.56 cfs @ 12.36 hrs, Volume=

0.059 af, Depth> 1.12"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.630 0.630 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff

0.6

0.56 cfs

0.55 0.5 0.45

Flow (cfs)

0.4 0.35 0.3 0.25 0.2 0.15 0.1

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.630 ac Runoff Volume=0.059 af Runoff Depth>1.12" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78

0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 10: DA-10 Runoff

=

0.11 cfs @ 13.37 hrs, Volume=

0.026 af, Depth> 1.07"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10

Flow (cfs)

Hydrograph 0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0

Runoff

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.290 ac Runoff Volume=0.026 af Runoff Depth>1.07" Flow Length=200' Tc=112.5 min CN=78

5

6

7

8

9

10

11

0.11 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 11: DA-11 Runoff

=

0.30 cfs @ 12.27 hrs, Volume=

0.027 af, Depth> 1.12"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.290 0.290 Tc (min) 30.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.32 0.30 cfs

0.3 0.28 0.26 0.24 0.22

Flow (cfs)

0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.290 ac Runoff Volume=0.027 af Runoff Depth>1.12" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78

0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 12: DA-12 Runoff

=

1.49 cfs @ 13.47 hrs, Volume=

0.350 af, Depth> 1.02"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 94.9

CN 98 78 71 77

Description Paved parking, HSG D Meadow, non-grazed, HSG D Meadow, non-grazed, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 116.0

Subcatchment 12: DA-12 Hydrograph

Flow (cfs)

Runoff

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=4.130 ac Runoff Volume=0.350 af Runoff Depth>1.02" Flow Length=733' Tc=116.0 min CN=77

1

0

5

6

7

8

9

10

11

1.49 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 10-yr Rainfall=3.16"

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Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

2.94 cfs @ 11.95 hrs, Volume=

0.130 af, Depth> 1.91"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.16" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff 2.94 cfs

3

Flow (cfs)

2

Type II 24-hr 10-yr Rainfall=3.16" Runoff Area=0.820 ac Runoff Volume=0.130 af Runoff Depth>1.91" Tc=5.0 min CN=89

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Printed 10/15/2025 Page 52

Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 01: DA-01

Runoff Area=58,712 sf 0.00% Impervious Runoff Depth>2.23" Flow Length=235' Tc=48.8 min CN=78 Runoff=2.04 cfs 0.251 af

Subcatchment 02: DA-02

Runoff Area=2.610 ac 52.49% Impervious Runoff Depth>3.17" Flow Length=916' Tc=7.6 min CN=88 Runoff=14.03 cfs 0.689 af

Subcatchment 03: DA-03

Runoff Area=0.180 ac 0.00% Impervious Runoff Depth>2.25" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78 Runoff=0.40 cfs 0.034 af

Subcatchment 04: DA-04

Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>2.24" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78 Runoff=0.29 cfs 0.030 af

Subcatchment 05: DA-05

Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>2.16" Flow Length=494' Tc=115.6 min CN=78 Runoff=3.70 cfs 0.841 af

Subcatchment 06: DA-06

Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>2.25" Flow Length=179' Tc=32.5 min CN=78 Runoff=1.01 cfs 0.094 af

Subcatchment 07: DA-07

Runoff Area=0.660 ac 0.00% Impervious Runoff Depth>2.24" Flow Length=330' Tc=42.0 min CN=78 Runoff=1.11 cfs 0.123 af

Subcatchment 08: DA-08

Runoff Area=0.680 ac 0.00% Impervious Runoff Depth>2.22" Flow Length=417' Tc=59.3 min CN=78 Runoff=0.90 cfs 0.126 af

Subcatchment 09: DA-09

Runoff Area=0.630 ac 0.00% Impervious Runoff Depth>2.24" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78 Runoff=1.14 cfs 0.118 af

Subcatchment 10: DA-10

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>2.17" Flow Length=200' Tc=112.5 min CN=78 Runoff=0.24 cfs 0.052 af

Subcatchment 11: DA-11

Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>2.25" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78 Runoff=0.60 cfs 0.054 af

Subcatchment 12: DA-12

Runoff Area=4.130 ac 18.16% Impervious Runoff Depth>2.08" Flow Length=733' Tc=116.0 min CN=77 Runoff=3.14 cfs 0.717 af

Subcatchment 13: DA-13

Runoff Area=0.820 ac 51.22% Impervious Runoff Depth>3.27" Tc=5.0 min CN=89 Runoff=4.87 cfs 0.223 af

Total Runoff Area = 16.958 ac Runoff Volume = 3.351 af Average Runoff Depth = 2.37" 85.02% Pervious = 14.418 ac 14.98% Impervious = 2.540 ac

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 01: DA-01 Runoff

=

2.04 cfs @ 12.49 hrs, Volume=

0.251 af, Depth> 2.23"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (sf) 58,712 58,712 Tc (min) 47.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 85 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 235 Total

1.5 48.8

Subcatchment 01: DA-01 Hydrograph Runoff 2.04 cfs

Flow (cfs)

2

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=58,712 sf Runoff Volume=0.251 af Runoff Depth>2.23" Flow Length=235' Tc=48.8 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 02: DA-02 [47] Hint: Peak is 113% of capacity of segment #5 Runoff

=

14.03 cfs @ 11.99 hrs, Volume=

0.689 af, Depth> 3.17"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 1.240 1.370 2.610 1.240 1.370

CN 78 98 88

Tc (min) 0.9

Length (feet) 65

0.1

38

1.6

326

4.0

305

0.1

40

0.9

142

7.6

916

Description Meadow, non-grazed, HSG D Paved parking, HSG D Weighted Average 47.51% Pervious Area 52.49% Impervious Area

Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0300 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.20" 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100 3.50 15.77 Channel Flow, Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.035 Earth, dense weeds 0.0070 1.27 60.94 Channel Flow, Area= 48.0 sf Perim= 65.0' r= 0.74' n= 0.080 Earth, dense brush, high stage 0.0100 7.03 12.41 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, finished 0.0200 2.61 65.15 Channel Flow, Area= 25.0 sf Perim= 25.3' r= 0.99' n= 0.080 Earth, dense brush, high stage Total

Type II 24-hr 100-yr Rainfall=4.70"

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Subcatchment 02: DA-02 Hydrograph Runoff

15

14.03 cfs

14 13 12 11

Flow (cfs)

10 9 8 7 6 5 4

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=2.610 ac Runoff Volume=0.689 af Runoff Depth>3.17" Flow Length=916' Tc=7.6 min CN=88

3 2 1 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 03: DA-03 Runoff

=

0.40 cfs @ 12.22 hrs, Volume=

0.034 af, Depth> 2.25"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.180 0.180 Tc (min) 28.1

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0650 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 03: DA-03

Flow (cfs)

Hydrograph 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0

Runoff 0.40 cfs

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.180 ac Runoff Volume=0.034 af Runoff Depth>2.25" Flow Length=100' Slope=0.0650 '/' Tc=28.1 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 04: DA-04 Runoff

=

0.29 cfs @ 12.35 hrs, Volume=

0.030 af, Depth> 2.24"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.160 0.160 Tc (min) 38.3

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 100 0.0300 0.04 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 04: DA-04 Hydrograph 0.32

Runoff

0.3

0.29 cfs

0.28 0.26 0.24 0.22

Flow (cfs)

0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.160 ac Runoff Volume=0.030 af Runoff Depth>2.24" Flow Length=100' Slope=0.0300 '/' Tc=38.3 min CN=78

0.04 0.02 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 05: DA-05 Runoff

=

3.70 cfs @ 13.38 hrs, Volume=

0.841 af, Depth> 2.16"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 4.660 4.660 Tc (min) 94.9

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 194 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 150 0.0300 0.32 21.23 Channel Flow, Area= 66.0 sf Perim= 66.0' r= 1.00' n= 0.800 Sheet flow: Woods+dense brush 494 Total

12.9 7.8 115.6

Subcatchment 05: DA-05 Hydrograph Runoff

4

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=4.660 ac Runoff Volume=0.841 af Runoff Depth>2.16" Flow Length=494' Tc=115.6 min CN=78

Flow (cfs)

3

2

1

0

5

6

7

8

9

10

11

3.70 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 06: DA-06 Runoff

=

1.01 cfs @ 12.28 hrs, Volume=

0.094 af, Depth> 2.25"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.500 0.500 Tc (min) 28.6

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0900 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 59 0.0100 0.25 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 179 Total

3.9 32.5

Subcatchment 06: DA-06 Hydrograph Runoff 1.01 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.500 ac Runoff Volume=0.094 af Runoff Depth>2.25" Flow Length=179' Tc=32.5 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 07: DA-07 Runoff

=

1.11 cfs @ 12.40 hrs, Volume=

0.123 af, Depth> 2.24"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.660 0.660 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 180 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 330 Total

4.2 42.0

Subcatchment 07: DA-07 Hydrograph Runoff 1.11 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.660 ac Runoff Volume=0.123 af Runoff Depth>2.24" Flow Length=330' Tc=42.0 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 08: DA-08 Runoff

=

0.90 cfs @ 12.62 hrs, Volume=

0.126 af, Depth> 2.22"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.680 0.680 Tc (min) 53.0

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 267 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 417 Total

6.3 59.3

Subcatchment 08: DA-08 Hydrograph 1

Runoff 0.90 cfs

Flow (cfs)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.680 ac Runoff Volume=0.126 af Runoff Depth>2.22" Flow Length=417' Tc=59.3 min CN=78

0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 09: DA-09 Runoff

=

1.14 cfs @ 12.34 hrs, Volume=

0.118 af, Depth> 2.24"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.630 0.630 Tc (min) 37.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0700 0.07 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 09: DA-09 Hydrograph Runoff 1.14 cfs

Flow (cfs)

1

0

5

6

7

8

9

10

11

12 13 Time (hours)

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.630 ac Runoff Volume=0.118 af Runoff Depth>2.24" Flow Length=150' Slope=0.0700 '/' Tc=37.8 min CN=78

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 10: DA-10 Runoff

=

0.24 cfs @ 13.34 hrs, Volume=

0.052 af, Depth> 2.17"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.290 0.290 Tc (min) 111.4

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 120 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 80 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 200 Total

1.1 112.5

Subcatchment 10: DA-10

Flow (cfs)

Hydrograph 0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0

Runoff

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.290 ac Runoff Volume=0.052 af Runoff Depth>2.17" Flow Length=200' Tc=112.5 min CN=78

5

6

7

8

9

10

11

0.24 cfs

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 11: DA-11 Runoff

=

0.60 cfs @ 12.26 hrs, Volume=

0.054 af, Depth> 2.25"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.290 0.290 Tc (min) 30.8

CN 78

Description Meadow, non-grazed, HSG D 100.00% Pervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 62 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20"

Subcatchment 11: DA-11 Hydrograph Runoff

0.65

0.60 cfs

0.6 0.55 0.5

Flow (cfs)

0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.290 ac Runoff Volume=0.054 af Runoff Depth>2.25" Flow Length=62' Slope=0.0200 '/' Tc=30.8 min CN=78

0.05 0

5

6

7

8

9

10

11

12 13 Time (hours)

14

15

16

17

18

19

20

Type II 24-hr 100-yr Rainfall=4.70"

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Summary for Subcatchment 12: DA-12 Runoff

=

3.14 cfs @ 13.39 hrs, Volume=

0.717 af, Depth> 2.08"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.750 0.760 2.620 4.130 3.380 0.750 Tc (min) 94.9

CN 98 78 71 77

Description Paved parking, HSG D Meadow, non-grazed, HSG D Meadow, non-grazed, HSG C Weighted Average 81.84% Pervious Area 18.16% Impervious Area

Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0070 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.20" 297 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 286 0.0030 0.43 7.24 Channel Flow, Area= 17.0 sf Perim= 34.2' r= 0.50' n= 0.120 Earth, long dense weeds 733 Total

9.9 11.2 116.0

Subcatchment 12: DA-12 Hydrograph Runoff

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=4.130 ac Runoff Volume=0.717 af Runoff Depth>2.08" Flow Length=733' Tc=116.0 min CN=77

Flow (cfs)

3

2

1

0

5

6

7

8

9

10

11

3.14 cfs

12 13 Time (hours)

14

15

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20

Type II 24-hr 100-yr Rainfall=4.70"

Post-Dev_01

Printed 10/15/2025 Page 66

Prepared by Haley & Aldrich, Inc HydroCAD® 10.20-6a s/n 03902 © 2024 HydroCAD Software Solutions LLC

Summary for Subcatchment 13: DA-13 [49] Hint: Tc<2dt may require smaller dt Runoff

=

4.87 cfs @ 11.95 hrs, Volume=

0.223 af, Depth> 3.27"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=4.70" Area (ac) 0.420 0.400 0.820 0.400 0.420 Tc (min) 5.0

CN 98 79 89

Length (feet)

Description Paved parking, HSG D Woods/grass comb., Good, HSG D Weighted Average 48.78% Pervious Area 51.22% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry,

Subcatchment 13: DA-13 Hydrograph Runoff 4.87 cfs

5

Flow (cfs)

4

3

2

Type II 24-hr 100-yr Rainfall=4.70" Runoff Area=0.820 ac Runoff Volume=0.223 af Runoff Depth>3.27" Tc=5.0 min CN=89

1

0

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9

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11

12 13 Time (hours)

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APPENDIX L Maintenance and Inspection Reports (Place the finalized weekly (or twice weekly) Inspection Reports in this Appendix as they are completed)

APPENDIX M Construction Sequence Scheduling Form

Appendix N Modifications to SWPPP

SWPPP MODIFICATION FORM for the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) Permit for Stormwater Discharges from Construction Activity (GP-0-25-001) As per Part I.E.9 on page 17 of GP-0-25-001 (Effective Date: January 29, 2025): ‘To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: 

Notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and



Update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and